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Home My WebLink About2413 N Poinsettia St - PlanEXISTING DWELLING PL L=51' L= 1 4 7 ' PL EXISTING CONCRETE DRIVEWAY SL O P E 2% EXISTING CONCRETE DRIVEWAY EXISTING CONCRETE (E) WROUGHT IRON GATE GRASS SL O P E 5% SL O P E 5% (E) BLOCK WALL LA N D S C A P E SLO P E 2% SLO P E 2% SLOPE 2% 7' - 4 " 23'-9" 10 ' - 1 0 " GRASS 926 SQ. FT. (E) WATER HEATER SL O P E 5% 19 ' - 9 " 11'-6" 5'-0" 37 ' - 1 1 / 2 " 16 ' - 7 " POINSETTIA ST N (N) SUB-PANEL (E) GAS METER (E) AC CONDENSER 2 STORY ADUDECK (N) MAIN ELECTRIC PANEL (N) TANKLESS W/H WORKING SPACE CLEARANCE. 30"X36" SL O P E 5% EXISTING GARAGE 4'-0" A0-01 TITLE SHEET Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SANTA ANA, CALIFORNIA &AND ANGLE @ AT C CENTERLINE DIAMETER OR ROUND #POUND OR NUMBER (E)EXISTING A.B.ANCHOR BOLT ABV.ABOVE ACOUS.ACOUSTICAL A.D.AREA DRAIN ADJ.ADJUSTABLE A.F.F.ABOVE FINISH FLOOR AGGR.AGGREGATE AL.ALUMINUM ALUM.ALUMINUM APPROX.APPROXIMATE ARCH.ARCHITECT ARCH'L ARCHITECTURAL ASPH.ASPHALT BD.BOARD BITUM.BITUMINOUS BLDG.BUILDING BLK.BLOCK BLKG.BLOCKING BLT.BOLT BM.BEAM BOT.BOTTOM CAB.CABINET C.B.CATCH BASIN CEM.CEMENT CER.CERAMIC C.I.CAST IRON C.G.CORNER GUARD CLG.CEILING CLKG.CAULKING CLO.CLOSET CLR.CLEAR C.O.CASED OPENING COL.COLUMN CONC.CONCRETE COND.CONDENSER CONN.CONNECTION CONSTR.CONSTRUCTION CONT.CONTINUOUS CF CORNER OF FINISH CORR.CORRIDOR CTSK.COUNTERSINK CNTR.COUNTER CTR.CENTER DBL.DOUBLE DEPT.DEPARTMENT D.F.DRINKING FOUNATAIN DET.DETAIL DIA.DIAMETER DIM.DIMENSION DISP.DISPENSER DN.DOWN D.O.DOOR OPENING DR.DOOR DS.DOWNSPOUT D.S.P.DRY STANDPIPE DWG'S DRAWINGS DWR.DRAWER E.EAST EA.EACH E.J.EXPANSION JOINT EL.ELEVATION ELEC.ELECTRICAL ELEV.ELEVATOR EMER.EMERGENCY ENCL.ENCLOSED E.P.ELECTRICAL PANELBOARD EQ.EQUAL EQPT.EQUIPMENT E.W.C.ELECTRIC WATER COOLER EXIST.EXISTING EXP.EXPANSION EXPO.EXPOSED EXT.EXTERIOR F.A.FIRE ALARM F.B.FLAT BAR F.D.FLOOR DRAIN FDN.FOUNDATION F.A.FIRE EXTINGUISHER F.A.C.FIRE EXTINGUISHER CABINET F.FLR.FINISH FLOOR F.F.FINISH FLOOR F.G.FINISH GRADE F.H.C.FIRE HOSE CABINET FIN.FINISH FLASH.A.FLASHING FLUOR.FLUORESCENT F.O.C.FACE OF CONCRETE F.O.F.FACE OF FINISH F.O.M.FACE OF MULLION F.O.S.FACE OF STUD FPRF.FIREPROOF FRAM'G FRAMING F.S.FULL SIZE FT.FOOT OR FEET FTG.FOOTING FURR.FURRING FUT.FUTURE GA.GAUGE GALV.GALVANIZED G.B.GRAB BAR GL.GLASS GND.GROUND GR.GRADE GYP.GYPSUM GYP BD GYPSUM BOARD G.A.GYPSUM BOARD H.B.HOSE BIBB H.C.HOLLOW CORE HDR.HEADER HDWD.HARDWOOD HDWE.HARDWARE H.M.HOLLOW METAL HORIZ.HORIZONTAL HR.HOUR HT.HEIGHT H.V.A.C.HEATING VENTILATING AIR CONDITIONING I.D.INSIDE DIAMETER INSUL.INSULATION INT.INTERIOR JAN.JANITOR JT.JOINT LAB.LABORATORY LAM.LAMINATE LAV.LAVATORY LKR.LOCKER LT.LIGHT MAX.MAXIMUM M.C.MEDICINE CABINET M.B.MACHINE BOLT MECH.MECHANICAL MEMB.MEMBRANE MET.METAL MFG.MANUFACTURING MFR.MANUFACTURER MH.MANHOLE MIN.MINIMUM MIR.MIRROR MISC.MISCELLANEOUS M.O.MASONRY OPENING MTD.MOUNTED MUL.MULLION N.NORTH N.I.C.NOT IN CONTRACT N.O.NUMBER NOM.NOMINAL N.T.S.NOT TO SCALE O/OVER O.A.OVERALL OBS.OBSCURE O.C.ON CENTER O.D.OUTSIDE DIAMETER (DIM) OFF.OFFICE O.H.C.OVERHEAD CABINET OPN'G OPENING OPP.OPPOSITE PRCST.PRECAST PL.PLATE P.LAM.PLASTIC LAMINATE PLAS.PLASTER PLYWD.PLYWOOD PNL.PANEL PTD.PAINTED PLUMB.PLUMBING P PROPERTY LINE PR.PAIR PT.POINT PREFAB.PREFABRICATED P.T.A.PAPER TOWEL DISPENSER PTD/R COMBINATION PAPER TOWEL DISPENSER & RECEPTACLE PTN.PARTITION P.T.R.PAPER TOWEL RECEPTACLE Q.T.QUARRY TILE R.RISER RAD.RADIUS R.D.ROOF DRAIN REF.REFERENCE REFR.REFRIGERATOR REV.REVERSE REINF.REINFORCE, REINFORCED RGTR.REGISTER REQ.REQUIRED RESIL.RESILIENT RM.ROOM R.O.ROUGH OPENING RWD.REDWOOD R.W.L.RAIN WATER LEADER S.SOUTH S.A.F.SELF ADHERED FLASHING S.C.SOLID CORE S.C.D.SEAT COVER DISPENSER SCHED.SCHEDULE S.A.SOAP DISPENSER SECT.SECTION S.F.SQUARE FEET SH.SHELF SHR.SHOWER SHT.SHEET SIM.SIMILAR SKYLT.SKYLIGHT SL.SLOPE S.N.D.SANITARY NAPKIN DISPENSER S.N.R.SANITARY NAPKIN RECEPTACLE SP.SPACE SPEC.SPECIFICATIONS SQ.SQUARE S.A.SERVICE SINK S.T.STAINLESS STEEL STA.STATION STD.STANDARD STL.STEEL STOR.STORAGE STRL.STRUCTURAL STRUCT'L STRUCTURAL STRUCT.STRUCTURE SUSP.SUSPENDED SYM.SYMMETRICAL T.B.TOWEL BAR T.C.TOP OF CURB TEL.TELEPHONE TER.TERRAZZO T.&G.TONGUE & GROOVE THK.THICK T.O.P.TOP OF PARAPET T.O.PL. TOP OF PLATE T.P.TOP OF PAVEMENT T.P.D.TOILET PAPER DISPENSER TRD.TREAD T.V.TELEVISION T.W.TOP OF WALL TYP.TYPICAL UNF.UNFINISHED U.O.N.UNLESS OTHERWISE NOTED UR.URINAL VERT.VERTICAL VEST.VESTIBULE W.WEST W/WITH W.C.WATER CLOSET WD.WOOD W.H.WATER HEATER W/O WITHOUT WP.WATERPROOF W.R.B.WEATHER RESISTANT BARRIER WSCT.WAINSCOT WT.WEIGHT L PROJECT TEAMABBREVIATIONS DETACHED ADU VICINITY MAP TEL.FAX TEL.FAX ENGINEER OF RECORD GET STRUCTURAL 3000 E. Birch St. Suite 201 Brea, CA 92821 (714) 332-2741 CONTACT: Jorge Estrada Jorge@GetStructural.com TEL.FAX ENERGY GET STRUCTURAL 3000 E. Birch St. Suite 201 Brea, CA 92821 (714) 332-2741 CONTACT: Jorge Estrada info@GetStructural.com PROJECT CODE REQUIREMENTS THIS PROJECT SHALL COMPLY WITH THE FOLLOWING CODES: 2022 CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA RESIDENTIAL CODE (CRC) 2022 CALIFORNIA MECHANICAL CODE (CMC) 2022 CALIFORNIA PLUMBING CODE (CPC) 2022 CALIFORNIA ELECTRICAL CODE (CEC) 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CGBC) 2022 CALIFORNIA ENERGY CODE CITY OF SANTA ANA MUNICIPAL CODE SCOPE OF WORK -CONVERT EXISTING DETACHED STORAGE TO ADU WITH A 2ND FLOOR ADU ADDITION -INSTALLATION OF AC CONDENSER, WATER HEATER, MAIN & SUB-PANEL PROJECT DATA NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 (MAIN HOUSE) 2413 N. POINSETTIA ST. SANTA ANA, CA 92706 (ADU) 1,300 SQ. FT. (EXISTING DWELLING) 336 SQ. FT. (EXISTING GARAGE) 308 SQ. FT. (EXISTING STORAGE ATTACHED TO GARAGE) 7,522 SQ. FT. (LOT) 398 SQ. FT. (1ST FLOOR ADU) 281 SQ. FT. (2ND FLOOR ADU) 72 SQ. FT. (ADU DECK) 926 SQ. FT. (OPEN LANDSCAPED AREA IN THE REAR) OWNER: ADDRESS: SQUARE FOOTAGE: OCCUPANCY: TYPE OF CONSTRUCTION: STORIES: PARCEL NUMBER: FIRE SPRINKLER: FLOOD ZONE: R-3/U V-B 1 (EXISTING DWELLING) 2 (DETACHED ADU) 00308116 NO (EXISTING DWELLING) NO (DETACHED ADU) NO TITLE SHEETA0-01 A0-41 CALIFORNIA RESIDENTIAL MANDATORY MEASURES SHEET INDEX ARCHITECTURAL A0-31 GENERAL NOTES A0-32 GENERAL NOTES A1-01 SLAB EDGE & DEMO PLAN A1-02 DEMO AND FLOOR PLAN A1-03 A1-04 UTILITY PLAN A1-05 ROOF PLAN AND EXTERIOR ELEVATIONS AD-01 DETAILS STRUCTURAL STRUCTURAL NOTES FOUNDATION PLAN & FRAMING PLAN FOUNDATION DETAILS SD2 FRAMING DETAILS ENERGY TITLE 24T24-1 T24-2 TITLE 24 SITE PLAN S0 S1 SD1 0 2.5'5'10'20' SCALE: 1"=10' SECTIONS A0-42 CALIFORNIA RESIDENTIAL MANDATORY MEASURES AD-02 DETAILS DESIGNER JWAIM DESIGN (714) 494-6810 CONTACT: Jason Lee Jwaimdesign@gmail.com LOT COVERAGE:2,034 SQ. FT. / 7,522 SQ. FT. = 27% PUBLIC TRANSIT MAP STOP LOCATION:LAWSON & MEMORY STOP ID: 6433 DISTANCE (ADU TO PUBLIC TRANSIT):0.5 MILES A1-06 STAIR SECTIONS AD-03 DETAILS AD-04 DETAILS A0-51 SITE PLAN PARK & REC DEVELOPMENT FEE CALCULATION: ADU: 679 SQ. FT. SFD: 1,300 SQ. FT. 679 / 1,300 = 0.52 THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "SFR SF" OF THE EXISTING PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFR SF" OF THE EXISTING RESIDENCE. 1 1 1 02-04-2025 PLAN CHECK CORR. 1 SD3 FRAMING DETAILS HFX1 HARDY FRAME ANCHORAGE DETAILS HFX2 HARDY FRAME FRAMING DETAILS HFX3 HARDY FRAME FLOOR SYSTEM DETAILS 1 1 1 Bldg #101122079 APPROVALS: PLNG - F. Arias BLDG - CSG POLICE - B. Martin PUBLIC WORKS - Y. Soto The scope of services under this contract is limited to providing a "builder's set" of plans. This set of plans is sufficient to obtain a building permit; however, all materials and methods of construction necessary to complete the project are not necessarily described in this "builder's set". The implementation of the plans requires an Owner/contractor (General Contractor and Subcontractors) thoroughly knowledgeable with the applicable building codes and methods of construction. The plans and general notes delineate and describe only locations, dimensions, types of materials and general methods of assembling or fastening. They are not intended to specify particular products or other methods of any specific material, product or method. All work shall comply with the most current and stringent requirements of all applicable city, county, state and general laws, rules, codes, ordinances and regulations and follow all manufacturer's specifications for installation. If the General Contractor or any Subcontractor performs any work in conflict with the above-mentioned laws, rules, codes, ordinances and regulations, then the contractor in violation shall bear all costs of repair arising out of the non-conforming work. See sheet "A0-01" for list of the applicable codes. All codes are subject to local amendments. The General Contractor and every Subcontractor performing work upon or providing services and/or materials for the work is required to purchase and maintain in force "All Risk" Builders Risk Insurance prior to commencement of the work and/or furnishing labor, services and materials. Each "All Risk" policy shall be in an amount sufficient to cover the replacement value of the work being performed and/or the labor, services, and materials being supplied by the General Contractor, Subcontractors, Architect, and all professional Consultants The General Contractor and Subcontractor shall furnish all labor, equipment, and materials necessary to complete the work indicated on the plans and required by the applicable codes. No substitutions shall be made without the Owner's written authorization. Any substitution shall be made in advance to avoid any delay in the project schedule. The General Contractor or any Subcontractor shall not make structural changes without prior written authorization from the Structural Engineer and approval by the Architect and/or the Owner Any addition, deletion, or change in the scope of the work described by the plans and General Notes shall be by written change order only. The General Contractor shall procure the building official's approval for any change in the work. The intent of the plans and general notes is that all labor, materials, equipment, and transportation shall be included in the work for the complete execution of the project. The Architect shall not be responsible for the means and methods of construction. It is the Owner's (General Contractor and all Subcontractors) responsibility prior to or during construction to notify the Architect in writing of any perceived errors or omissions in the plans and general notes of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the Architect prior to the Owner or Owner's subcontractors proceeding with the work. The Owner will be responsible for any defects in construction if these procedures are not followed. All shop drawings required by the construction documents and general notes shall be submitted to the Architect or Engineer prior to fabrication for review of compliance with the design concept. The General Contractor shall be responsible for coordinating the work between the different Subcontractors and requiring all Subcontractors to use the most current building department approved set of construction documents. The General Contractor shall arrange a pre-construction meeting to review omissions and discrepancies sufficiently in advance of construction to assure the orderly progress of the project prior to the performance of any work. All parties using these construction documents are responsible for reviewing the full content of these drawings for omissions and discrepancies prior to the start of construction. The General Contractor and all Subcontractors shall be familiar with the following documents: a.Most recent Soils report b.Energy compliance report c.Structural calculations d.Acoustical report The General Contractor shall keep a copy of the above documents and all updates on the site at all times. The General Contractor shall compare the existing site grades to the grades shown on the plans. Any discrepancy in elevation from the finished floor to the finished grade at the stairways and walkways shall be communicated to the Architect for review before proceeding with the work. All Subcontractors shall perform their own cutting, fitting, and patching of materials in a workmanlike manner, without causing any damage to or conflict with other subs work. All trades shall keep the premises clean of any accumulated waste materials and rubbish caused by their work. Subcontractors shall remove all rubbish, tools, scaffolding, and surplus materials at the completion of the work. All fixtures, equipment, glazing, floors, and other surfaces shall be left clean and ready for occupancy upon completion of the project, including sweeping or vacuuming if necessary. The general notes refer to various professional trade association manuals and publications. The General Contractor and Subcontractors shall be familiar with and refer to the most recent trade publications relating to their work. The General Contractor and Subcontractors shall be responsible for storing the materials on the site. The materials shall be kept secure and protected from moisture, pests, and vandals. Any damages or lost materials arising out of materials stored on site shall be the responsibility of the General Contractor or Subcontractor who stored the damaged or lost materials. The contractor/sub-contractor will use all means necessary to protect the material of their scope of services during and after installation and to protect the work and materials of all other trades and in the event of damage immediately make all repairs and replacements necessary to the approval of the Owner and at no additional cost to the Owner. The contractor and sub-contractor shall review the plans, details and previous work by others for satisfactory and appropriate completeness as adequate substrate for the installation of their scope of work. Report deficiencies immediately in writing to the developer/owner and architect. Failure to do so, or commencement of work without such notification will constitute an acceptance by the contractor of suitability of previous work by others. Do not scale these plans or details. All products will be installed in compliance with their manufacturers listed requirements, recommendations and in strict compliance with approved laboratory test reports (i.e. ICC-ES reports, N.E.R., F.A., U.S. reports, etc.) installation will meet all requirements necessary to maintain product guarantees and warranties. Failure to satisfy manufacturers installation requirements will constitute the contractor's/sub-contractor's acceptance of products guarantee or warranty liabilities. The General Contractor and Subcontractor shall furnish all labor, equipment, and materials necessary to complete the work indicated on the plans and required by the applicable codes. ROUGH CARPENTRY A.Provide labor, material, equipment, and services necessary for installation and completion of all rough carpentry as shown on the drawings and as noted herein. B.See sheet containing structural general notes, bound with the drawings. C.Conduct all work in conformance with the California Residential Code. All materials will be in compliance with the West Coast Lumber Inspection Bureau (WCLIB) and the American Plywood Association (APA) standards. D.Manufactured Floor and Roof Trusses 1.Manufacturer shall supply to the Architect/Engineer and the Building Department calculations and shop drawings for approval of design loads, configuration (2 or 3 point bearing), and shear transfer prior to fabrication. All calculations and shop drawings shall be signed by a professional engineer registered in the State wherein the project is to be built. It shall be the responsibility of the manufacturer to obtain Building Department approval of calculations and shop drawings prior to fabrication. 2.Trusses shall be designed in accordance with the latest local Building Code for all loads imposed, including lateral loads and mechanical equipment loads. 3.All connectors shall be ICC approved and of adequate strength to resist stresses due to the loadings involved. 4.Cross bridging and/or bracing shall be provided and detailed as required to adequately brace all trusses. See structural calculations. H.Verify all sizes and dimensions by taking field measurements prior to installation. I.Framing Practices: Workmanship: All members shall be framed, anchored, tied and braced so as to develop the strength and rigidity necessary for the purposes for which they are used. J.Protection Against Decay: 1.CRC Section R317. Wood used above ground in the locations specified in Sections R317.1 shall be naturally durable wood or wood that is preservative-treated in accordance with AWPA U1 (Commodity Specifications A or F) for above-ground use as noted below: a.Joists, Girders, and Subfloor. The floor assembly where wood joists or the bottom of a wood structural floor without joists are closer than 18 inches (457 mm), or wood girders are closer than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation, the floor assembly (including posts, girders, joists, and subfloor). b.Wood Supported by Exterior Foundation Walls. Wood framing members that rest on concrete or masonry exterior foundation walls and are less than 8 inches (203 mm) from exposed ground. c.Sleepers and Sills. Sills and sleepers on a concrete or masonry slab that is in direct contact with the ground unless separated from such slab by an impervious moisture barrier. d.Girder Ends. The ends of wood girders entering exterior masonry or concrete walls having clearances of less than 1/2-inch (12.7mm) on top, sides, and ends. e.Wood Siding. Wood siding, sheathing and wall framing on the exterior of a building having a clearance of less than 6 inches (152 mm) from the ground or less than 2 inches (51 mm) measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather. f.Wood Structural Members. Wood structural members supporting moisture-permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, unless separated from such floor or roof by and impervious moisture barrier. g.Wood Furring Strips. Wood furring strips or other wood framing members attached directly to the interior of exterior masonry walls or concrete walls below grade except where an approved vapor retarder is applied between the wall and the furring strips or framing members. 2.CRC Section R317.1.2 Wood in Contact with the Ground or Fresh Water. All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure-preservative-treated wood suitable for ground contact use, except untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure-preservative treated. 3.CRC Section R317.1.4 Wood Columns. Wood columns shall be approved wood of natural decay resistance or approved pressure-preservative-treated wood. Exceptions: 1. Columns exposed to weather or in basements when supported by concrete piers or metal pedestals projecting 1 inch (25.4 mm) above a concrete floor or 6 inches (152 mm) above exposed earth and the earth is covered by an approved impervious moisture barrier. 2. Columns in enclosed crawl spaces or unexcavated areas located within the periphery of the building when supported by a concrete pier or metal pedestal at a height more than 8 inches (203mm) from exposed earth and the earth is covered by an impervious moisture barrier. K.Protection Against Termites: Shall comply with the CRC Section R318. L.Attic Ventilation 1.CRC Section R806.2: The total net free ventilating area shall not be less than 1/150 of the area of the space ventilated except that reduction of the total area to 1/300 is permitted provided that at least 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by eave or cornice vents. As an alternative, the net free cross-ventilation area may be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm-in-winter side of the ceiling. 2.CRC Section R806.3: Where eave or cornice vents are installed, insulation shall not block the free flow of air. A minimum of a 1-inch (25 mm) space shall be provided between the insulation and the roof sheathing and at the location of the vent. M.Fireblocking: Per CRC Section R302.11, In combustible construction, fireblocking shall be provided to cut both vertical and horizontal all concealed draft openings off all concealed draft openings and to form an effective fire barrier between stories, and between a top story and roof space. Fireblocking shall be provided in wood-frame construction in the following locations: 1.In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet (3048 mm). 2.At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3.Enclosed accessible space under stairs shall have walls, under-stair surface and any soffits protected on the enclosed side with 1/2"-inch (12.7mm) gypsum board shall comply with CRC Section R302.7. 4.At openings around vents, pipes, ducts, cables and wire at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 5.For the fireblocking of chimneys and fireplaces, see Section R1003.19. 6.Fireblocking of cornices of a two-family dwelling is required at the line of dwelling unit separation. N.Draftstopping: Per CRC Section R302.12, In combustible construction where there is a usable space both above and below concealed space of a floor/ceiling assembly, draftstops shall be installed so that the area of the concealed space does not exceed 1,000 square feet. Draftstopping shall divide the concealed space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss-type open-web or perforated members. O.General contractor shall coordinate all pertinent subcontractors to ensure fire-blocking and draft-stopping by approved materials are installed in all required areas. P.All stairways, landings, guardrails and handrails shall comply fully with the CRC Section R311.7, and as amended by local amendment. Handrail 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, and may be interrupted as specified in CRC Section R311.7.8.2. FINISH CARPENTRY A.Provide labor, material, equipment, and services necessary for the installation of the finish carpentry where shown on the drawings and as noted herein. B.Install all finished hardware, passage doors, and bath accessories. C.Conduct all work in conformance with the CRC (or applicable code) and the Woodwork Institute of California, "Manual of Millwork" custom grade requirements. D.All interior door frames and casing, base, shoe, shelving, and window stool and apron as selected by Owner. Sizes per Owner/General Contractor. E.Install in accordance with the best practices of this trade, including, but not limited to the following: 1.All work shall be machined or hand-sanded, sharp edges and splinters removed and completely prepared for finish. 2.Full length continuous boards shall be used wherever applicable or specifically noted. 3.All joints shall be tight and true and securely fastened. Corners shall be neatly mitered, butted, or coped, with nails set and surfaces free of tool marks. 4.Frames shall be set plumb and true. 5.All nailing shall be done with finish nails where paint or stain is to cover. CABINETS AND TOPS A.Provide material, equipment, and labor necessary for installation of all cabinet work as shown on the drawings and as noted herein. B.Conduct all work in conformance with CRC, current edition and the National Kitchen Cabinet Association (NKCA). C.Cabinets and countertops as selected by Owner. D.Install in accordance with the best practices of this trade, including, but not limited to the following: 1.All joints shall be tight and true and securely fastened. Corners shall be mitered, butted, or coped, nails set, and surfaces free of tool marks. 2.Use concealed fastenings where possible. 3.All cabinet work scheduled for paint or stain finish shall be smoothly dressed and sanded. 4.Install all work level, plumb, square and true. Scribe members accurately in place to fit adjoining surfaces. 1-COAT UNDERLAYMENT A.Provide labor, material, equipment, and services necessary for the installation of metal lath and building paper complete for application of one-coat stucco as indicated on drawings and noted herein: B.Conduct all work in conformance with applicable ICC reports or approved equivalent. C.Protection: Use all means necessary to protect the material of this section before, during and after installation and to protect the work and material of all other trades. D.Replacement: In the event of damage, rips or tears in the building paper, immediately make all repairs and replacements necessary to provide substantial water protection before application of stucco. E.Welded and woven-wire lath, expanded metal lath, wire mesh, or approved equivalent shall be installed per CRC and applicable ICC Report. F.Water Resistive Barrier per CRC Section R703.2, one layer of No. 15 asphalt felt, free from holes and breaks, complying with ASTM D 226 for Type 1 felt or other approved water-resistive barrier shall be applied over studs or sheathing of all exterior walls, with flashing per CRC Section 703.4, to provide a continuous water-resistive barrier. Alternate as required by applicable ICC Report. 1.Application: Install all components in accordance with manufacturer's application instructions and showing compliance with CRC Standards and all testing standards of ICC. 2.The paper backing of the wire lath shall be lapped per manufacturer's instructions. THREE COAT UNDERLAYMENT A.Provide labor, material, equipment, and services necessary for the installation of metal lath and building paper complete for application of three-coat stucco as indicated on drawings and noted herein: B.Conduct all work in conformance with the California Residential Code, ICC and ASTM. C.Protection: Use all means necessary to protect the material of this section before, during and after installation and to protect the work and material of all other trades. D.Replacement: In the event of damage, rips or tears in the building paper, immediately make all repairs and replacements necessary to provide substantial water protection before application of stucco. E.Welded and woven-wire lath, expanded metal lath, wire mesh, or approved equivalent shall be installed per CRC and applicable ICC Report. F.Water-Resistive Barrier: Per CRC Section R703.7.2 One Layer of No. 15 asphalt felt, free frpm holes and breaks, complying with ASTM D226 for Type 1 felt or other approved over studs or sheathing of all exterior walls. Such felt material shall be applied horizontally , with the upper layer lapped over the lower layer not less than 2 inches (51 mm) Where joints occur, felt shall be lapped not less than 6 inches (152mm) the felt or other approved materials shall be continuous to the top of the walls and terminated at penetrations and building appendages in a manner to meet the requirements of the exterior wall envelope as described in Section R703.1. The water-resistive barrier is not required for detached accessory buildings. 1.Application: Install all components in accordance with manufacturer's application instructions and showing compliance with CRC Standards and all testing standards of ICC. 2.The paper backing of the wire lath shall be lapped per manufacturer's instructions. VAPOR BARRIERS A.Provide labor, material, equipment and services necessary for installation of a water resistive barrier/flashing at door and window assemblies where shown on the drawings and noted herein. B.Conduct all work in conformance with the Federal Specification UU-B-790a, ICC with materials in compliance with ASTM standards for their specific use. C.Use reinforced high water-vapor resistive kraft paper (Grade A, Style 4) 9" wide with glass reinforcing fibers and a polyethylene coating on both surfaces. Use 18" type 30 felt under flashing. D.Install in accordance with manufacturer's printed installation instructions, including, but not limited to the following: 1.Sequencing of installation of water-resistive barrier, sealant, sill pan, sill flashing, corner flashing, window, and other components shall follow FMA/AAMA 100-07, ASTM E2112, Manufacturer's Installation Instructions, and all standards referenced therein. 2.Install flashing with fasteners as appropriate for supporting substrate, and of a type recommended by manufacturer. 3.Before covering over flashing with other work, patch punctures and tears with adhesive-applied barrier material or tape with a weather resistive rating equal to the flashing. 4.Nailing flanges, brick moulds and stops to be applied over opening flashing on a continuous bead of sealant. BUILDING INSULATION A.Provide labor, material, equipment, and services necessary for the installation of thermal and acoustical insulation where shown on the drawings and noted herein B.Conduct all work in conformance with CRC Section R302.10, Federal specification UU-B-790a, and ICC with materials in compliance with ASTM standards for their specific use. Flame spread rating not to exceed 25 and smoke development rating not to exceed 450 per CRC Section R302.10.1 C.Use glass fiber batt insulation with R values per the California Energy Code, acoustical requirements, and rated assembly details. D.Install in accordance with manufacturer's printed installation instructions, including, but not limited to the following: 1.Install thermal batt insulation between roof joists at vaulted areas, ceiling joists at attic spaces, floor joists over unheated spaces, and between studs at walls separating living spaces from attic, walls separating living spaces from the garage, and all exterior walls. 2.Thermal insulation shall be securely installed and tightly fitted. 3.Acoustical batt insulation shall be installed per the Acoustical Report. 4.Wires will be used for support on unsupported sides such as knee walls and fireplace chases if required. 5.A vapor retardant (one perm or less rating) will be installed on inside face of studs on exterior walls where siding is the exterior finish. E.California Energy Code Requirements: All insulation shall comply with California Energy Code Section 110.8 ELASTIC SELF-ADHESIVE WATERPROOFING A.Provide labor, material, equipment, and services necessary for the installation of a complete above grade waterproofing system as indicated on drawings of as required in this section to achieve waterproof performance. B.Work and materials shall conform to requirements of applicable "ASTM" standards and current ICC test report for this specified use. C.Obtain primary waterproofing materials from a single manufacturer. Provide secondary materials only as instructed by primary manufacturer for full compatibility of all components. D.Cold applied, self-adhering, high strength, rubberized asphalt sheet membrane of uniform thickness (60 mil. minimum) with a release film to protect material prior to installation. Membrane shall be capable of full adhesion to a substrate of wood or metal, flexible and resistant to chemicals, mildew, bacteria, fungus, rot, deterioration, tears and punctures. E.Accessory products fully compatible with waterproofing system. F.Install in accordance with manufacturer's installation and best Trade Association's standards of practice including, but not limited to: 1.Substrate preparation shall have surfaces structurally sound and free of voids, sharp protrusions, dirt, dust and contaminants that may detrimentally effect full system adhesion. All non-vertical substrates shall be sloped a minimum of 1/4" per foot for drainage away from structure U.N.O. Proceed with waterproofing work only after substrate and penetrating work have been completed and inspected for compatibility with waterproofing to be applied. 2.All inside corners shall be provided with prime material manufacturer approved cant strips or similar accessories even if not shown. Special attention shall be paid to all corners, terminations and material joints to provide proper reinforcing, lapping and adhesion. 3.Waterproof system shall be applied only over property prepared and cured substrates and within the temperature and climate conditions specified by the prime material manufacturer. 4.Protection materials shall be installed as soon as possible to fully protect installed waterproofing system. WALKING DECK FINISH A.Provide labor, material, equipment, and services necessary for the installation of a waterproof walking surface for pedestrian traffic where shown on the drawings and noted herein B.Conduct all work in conformance with the Federal Specification UU-B-790a, ICC with materials in compliance with ASTM standards for their specific use, ICC evaluation reports and manufacturer's installation requirements with materials in compliance with ASTM standards for their specific use. C.Provide 2" thick 2,000 P.S.I. pea gravel concrete mix, broom finished over a protection sheet approved by the water-proof membrane manufacturer. Tool joint all perimeters and provide tooled control joints at all corners and maximum 100 square foot intervals. Install on rubberized asphalt, membrane water-proofing system approved by manufacturer for installation over project substrate and compatible with walking surface deck topping. Install per manufacturer's requirements and details flashing and sealing with compatible manufacturer approved products around penetrations and wall flashing's. D.Install work in accordance with the manufacturer's printed installation instructions, including, but not limited to the following 1.Sheet metal flashing shall comply with SMACNA standards. 2.Carry all flashing to a height of at least four inches above traffic surface unless otherwise shown. All rail posts, curbs and stops shall be flashed as required with joints and seams caulked. E.Slope all decks minimum 1/4" per ft. to drain. WALKING DECK FINISH A.Provide labor, material, equipment, and services necessary for the installation of a waterproof walking surface for pedestrian traffic where shown on the drawings and noted herein. B.Conduct all work in conformance with the Federal Specification UU-B-790a, ICC with materials in compliance with ASTM standards for their specific use, ICC evaluation reports and manufacturer's installation requirements with materials in compliance with ASTM standards for their specific use. C.Install work in accordance with the manufacturer's printed installation instructions, including, but not limited to the following 1.Sheet metal flashing shall comply with SMACNA standards. 2.Carry all flashing to a height of at least four inches above traffic surface unless otherwise shown. All rail posts, curbs and stops shall be flashed as required with joints and seams caulked. D.Slope all decks minimum 1/4" per ft. to drain. FLASHING AND SHEET METAL A.Provide labor, material, equipment, and services necessary for the installation of sheet metal and/or flashing where shown on the drawings, where necessary, and noted herein. B.Conduct all work in conformance with the CRC, Federal Specification UU-B-790a, and ICC with materials in compliance with ASTM standards for their specific use., SMACNA "Architectural Sheet Metal Manual", with materials in compliance with ASTM standards for their specific use. C.Materials: 1.Sheet metal shall conform to ASTM A361, bonderized galvanized surface to receive paint, gauge shall be as indicated and in no case be less than 26-gauge. General: Provide all flashing's, louvers, wall vents, roof flashing, deck screeds, scuppers and any other miscellaneous sheet metal as required for complete job. 2.Elastic self-adhesive waterproof membrane sheet "Vycor Ultra" or approved equal with 26-GA G-90 galvanized sheet metal, 2x or plywood backing at vertical surfaces to be used as an underlayment below a finish product (plaster, roofing, siding, etc.) not to be exposed to sunlight. D.CRC Section R703.4. Flashing. Approved corrosion-resistant flashing shall be applied shingle-fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self-adhered membranes used as flashing shall comply with AAMA 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion-resistant flashing's shall be installed at all of the following locations: 1.Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water-resistive barrier for subsequent drainage. 2.At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings. 3.Under and at the ends of masonry, wood or metal copings and sills. 4.Continuously above all projecting wood trim. 5.Where exterior porches, decks or stairs attach to a wall or floor assembly of wood-frame construction. 6.At wall and roof intersections. 7.At built-in gutters. E.CRC Section R903.2. Roof Assembly Flashing. Flashing shall be installed in a manner that prevents moisture from entering the wall and roof through joints in copings, through moisture permeable materials and at intersections with parapet walls and other penetrations through the roof plane. See CRC Sections R903.2.1 and R903.2.2 for additional requirements. 1.Flashing and similar items related to the roof or waterproof membranes shall be installed in cooperation with the roofing contractor. 2.Provide flashing and counterflashing to extent indicated on the drawings and necessary to insure waterproof conditions. 3.Sheet metal flashing shall be installed at all locations where different materials intersect, such as roof to wall; roof to roof; deck/balcony/landing to wall; penetrations into other locations recommended in the "Architectural Sheet Metal Manual". 4.Work shall be accurately fabricated to detail and fitted to job conditions. 5.Lock seems (if required) shall be flat and true to line, 1/2 inch wide, sweated full with solder. 6.All exterior openings exposed to the weather, shall be flashed in such a manner as to make them waterproof. 7.Flash and seal all beams and outlookers projecting through exterior walls and/or roof surfaces. 8.Where exposed to weather, flash all horizontal wood trim butting to exterior finish. 9.All parapets shall be provided with coping of approved materials. All flashing, counterflashing and coping, when of metal, shall be of not less than No. 26 gauge corrosion-resistant metal. 10.Roof valley flashing shall be provided for roofing materials as follows: 11.Composition shingles per CRC Section R905.7.6 and as required by manufacturer's installation instructions. 12.Concrete and Clay roof tiles per applicable ICC reports, CRC Section R905.3.8, and Manufacturer's installation instructions. 13.The center of all flashing for all through roof vents, electrical service connections or other roof penetrations, shall not be less than 16 inches from the centerline of any valley. GUTTERS AND DOWNSPOUTS A.Provide labor, material, equipment, and services necessary for the installation of gutter and downspouts where shown on the drawings and as noted herein. Downspouts to be terminated 4" below weep screed or bottom edge of siding for tie-ins to subsurface drain pipes. Locations will be verified with General Contractor and will be at a constant location per plan. B.Conduct all work in conformance with the SMACNA "Architectural Sheet Metal Manual" with materials in compliance with ASTM A446 and ASTM A 361. C.Materials: 1.Sheet metal shall conform to ASTM A361, bonderized, galvanized gauge shall be no less than 26-gauge. Size and profile shall be per details, SMACNA and current code requirements. D.Gutters and downspouts will occur in conformance with the following: 1.Install in accordance with SMACNA Installation standards or manufacturer's printed instructions when available. 2.Install gutters and downspouts, where indicated on plans. 3.The number of downspouts and locations shall be determined by the installer based on SMACNA and the current code. 4.Gutter size shall be as detailed based on SMACNA and current code. 5.Install gutters at all areas where roof water is deposited onto decks, balconies or landings. 6.All downspouts shall be continuous to grade. 7.Connect downspouts to independent underground drainage system as required by the soils reports or local jurisdiction or where noted on plan. (refer to Civil drawings). ASPHALT SHINGLES A.Provide labor, material, equipment and services necessary for installation of complete roofing, including but not necessarily limited to, cant strips and incorporating flashing, sleeves and jacks where shown on plans and noted herein. B.Conduct all work in conformance with CRC Section R905.3, relevant ICC reports, the National Roofing Contractors Association (NRCA), the "NRCA Roofing and Waterproofing Manual", and the Asphalt Roofing Manufacturer's Association (ARMA) with materials in conformance with ASTM standards. C.Deliver all packaged materials to the job site in their original undamaged, unopened containers with all labels legible at the time of installation. Store all materials in an approved manner, protecting from contact with soil and from exposure to the elements. D.Materials 1.Style and Manufacturer as selected by owner. 2.Color as selected by owner. 3.Underlayment as required by CRC Section R905.2.3, manufacture's installation instructions, NRCA, and ARMA. E.Install roofing and wall flashing per manufacturer's instructions, NRCA, ARMA, carefully incorporating flashing, scuppers, jacks, sleeves, roof drains, etc., supplied by others as necessary for a water tight roof installation. CONCRETE ROOFING TILES A.Provide labor, material, equipment and services necessary for installation of complete roofing, including but not necessarily limited to, cant strips and incorporating flashing, sleeves and jacks where shown on plans and noted herein. B.Conduct all work in conformance with CRC Section R905.3, applicable ICC reports, and the National Roofing Contractors Association (NRCA), the "NRCA Roofing and Waterproofing Manual" with materials in conformance with ASTM standards. C.Deliver all packaged materials to the job site in their original undamaged, unopened containers with all labels legible at the time of installation. Store all materials in an approved manner, protecting from contact with soil and from exposure to the elements. D.Fasteners shall be per applicable ICC reports and manufacturer's installation instructions. E.Install roofing and wall flashing per manufacturer's instructions, carefully incorporating flashing, scuppers, jacks, sleeves, roof drains, etc., supplied by others as necessary for a water tight roof installation. SEALANTS (LOW V.O.C. SEALANT AND CAULKING IS REQUIRED) A.Provide labor, material, equipment, and services necessary for the installation of sealants complete where shown on the drawings, where necessary, and noted herein. The general notes herewith pertaining to sealants occurring throughout the project as indicated or required and becomes a part of all trade sections requiring sealants. The term "sealant" is used throughout the drawings and general notes to define as the materials and methods of filing with an elastic compound the small crevices, holes, separations, and joints between similar and different materials that cannot be sealed by any other means to prevent the passage or penetration of wind, rain, water, dust, heat and smoke; to make joints fire or watertight. B.Conduct all work in conformance with the Sealant and water-proofers institute, National Roofing Contractors Association (NRCA) "NRCA Roofing and Waterproofing Manual", Underwriters laboratories, Inc. (U.L.) with all materials in compliance with ASTM standards for their specific use. C.Use products of only one manufacturer for respective items throughout the project and for each item of material under this section unless otherwise indicated on the drawings or specified herein. Unless indicated or specified otherwise, exposed sealants shall match color of adjacent materials and be manufactured capable to accept paint. Joint fillers, primers, or other materials used in conjunction with sealants shall not cause staining of sealants or materials to which they are applied. Sealants selected shall be fully compatible with all materials with which they come into contact. 1.Sealants types and locations a.Mildew-resistant sealant: Seal non-porous surfaces around ceramic tile, showers, tubs, sinks and plumbing fixtures where conditions of high humidity and temperature exists. b.ELASTOMERIC sealant: Sealing expansion and control joint, pre-cast panel joints, seismic joints, exterior insulation finish system joints, curtain wall joints, mullion and other joints that experience extreme movement. c.Weather proofing sealant: Sealing pre-cast concrete panel joints, curtain wall joints, mullion joints, metal panel walls and perimeters of window and door frames. d.Silicone glazing and waterproofing sealant: Sealing expansion and control joints in pre-cast concrete panels, granite and metal curtain walls, structural and non-structural glazing and perimeter sealing of door and window framing of other metal building components. e.Silicone adhesive/sealant: Structural adhesive/sealant applications such as factory glazing and curtain wall production f.Structural glass sealant: Peroxides unprimed adhesion to most surfaces, including glass, reflective glass, anodized aluminum, granite and most prints, including fluoropolmer-based paints g.Glazing sealant: Designed for conventional glazing of glass and plastic, curtain wall sealing, solar and replacement glazing. h.Polyurethane: For joints in floors and sidewalks i.Non-sagging,permanently elastic butyl or similar polymer. All interior location. j.Fire or smoke sealant: U.L. approved non-hardening self adhering intumescent compound capable of satisfying the CRC F and T stop requirements for their rated assemblies. Install around penetrations per manufacturer installation requirements. 2.Primer: As recommended by sealant manufacturer for use with sealant and application on to the various types of materials to which sealant is applied 3.Cleaners: Where required in lieu of primers, use those recommended by sealant manufacturer. 4.Joint filler: Must be compatible with sealant used and as recommended by sealant manufacturer. 5.Open cell neoprene or plastic foam "rod". 6.Felt tape: MIL-F-5656A, pressure-sensitive adhesive with interliner on one face, 1.5 mm thick. 7.Sealant bead or tape: Approved non-drying elastic polymer tape with asbestos or other inorganic filler, for use below sill plates or thresholds. 8.Extruded neoprene: ASTM D 750. 9.Fillers and backing shall be free from oil or other staining elements and compatible with the sealant used. Oakum and other types of absorptive materials shall not be used, including materials impregnated with solvent of bituminous materials. Filler and backing material shall be of compressible nature. D.Apply in accordance with manufacturer's and Trade Association's recommended installation instructions and as indicated on drawings. 1.Joint Dimensions: No joint shall be less than 1/4 inch wide. Depth of sealant shall not be greater than the width nor less than 1/4 inch. For joints one inch wide or greater, depth of sealant shall be at least 1/4 the width. 2.Joint preparation a.Perform in strict accordance with manufacturer's application instructions. b.Remove protective coatings and prime when recommended from metal components so that sealant adheres to base metal 3.Joint filler: Use where joints are deeper than 1/2 inch. Position accurately inside joint to within 1/2" of surface, to establish and control the California design thickness of sealant. Where joints are over 3/4 inch wide, place filler so that depth of joint to receive sealant does not exceed 1/4 inch. 4.Sealant placing: Apply material with sufficient pressure to completely fill the void space, to assure complete wetting of contact area and to obtain California adhesion. During application, keep tip of nozzle at bottom of joint, forcing sealant to fill from bottom of joint to top. Finish joints smooth and flush with adjacent surface unless detailed otherwise. Modification of the sealant by addition of liquids, solvents, or powers are not permitted. E.California Energy Code Requirements for Caulking and Sealants Exterior joints, seams, or penetrations in the building envelope that are sources of air leakage, shall be sealed with durable caulking materials, closed with gasketing systems, taped or covered with moisture vapor-permeable housewrap and shall comply with California Energy Code Section 110.7. DOORS A.Provide labor, material, equipment, and services necessary for the installation of all doors where shown on the drawings and as noted herein. B.Conduct all work in conformance with the CRC. Doors shall meet or exceed NWMA Industry Standard 1.5.1, and the requirements of WIC for Custom Grade Door. Hardboard doors shall meet HSMA I.S.1.1-80 and base hardboard Standard PS-58-75. C.Provide door widths and heights as noted on door schedule with undercuts as required by most current CMC at mechanically vented baths, and mechanically vented laundry rooms (verify finish floor material). 1.Entry Doors: Thickness, panel, core, color, and style as selected by Owner/Architect. 2.Exterior Doors: Laundry, water heater, meter and utility closet doors: 1 3/4" hollow core metal embossed 6 panel to match entry doors when noted. Color as selected by Owner/Architect. Provide integral louvered metal vents with 1/4" grid galvanized wire fabric backing where required per door schedule. 3.Interior Doors: 1 3/8" thick, hardboard, hollow core, style as selected by Owner. 4.Bi-Pass Wardrobe: Per owner. 5.Garage Doors: Steel sectional door, size and detail as indicated on drawings. 6.Garage to Residence: CRC Section R302.5.1. Opening Protection: Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Other openings between the garage and residence shall be equipped with solid wood doors not less than 1 3/8 inches (35 mm) in thickness, solid or honeycomb core steel doors not less than 1 3/8 inches (35 mm) thick, or 20-minute fire-rated doors. Doors shall be self-closing and self-latching. Exception: Where the residence and the private garage are protected by an automatic residential fire sprinkler system in accordance with Sections R309.6 and R313, other door openings between the private garage and the residence need only be self-closing and self-latching. This exception shall not apply to rooms used for sleeping purposes. D.Before installation, verify that openings are plumb and square and of proper dimension. Report frame defects or unsuitable conditions to the general contractor before proceeding. Beginning of installation means acceptance of existing conditions. E.Install in accordance with California Energy Code Requirements and the manufacturer's printed installation instructions, including, but not limited to the following to achieve watertight and freely operating installation. 1.Install sealant and related backing materials at perimeter of assembly where required. Exterior door frames will have integral rabbetted stops. Vinyl weather-strip will be removed immediately after doors are set and GENERAL NOTES CRC A0-31 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description safely put away until final hardware is installed. 2.Install accessory items as required. ACCESS DOORS A.Provide labor, material, equipment, and services necessary for the installation of all access doors where shown on the drawings and as noted herein. B.Before installation, verify that openings are plumb and square and of proper dimension. Report frame defects or unsuitable conditions to the general contractor before proceeding. Beginning of installation means acceptance of existing conditions. C.Provide door widths and heights as noted on Drawings. D.Provide additional access panels as required to service building systems and as required by authorities having jurisdiction, although not shown on Drawings. E.Submit proposed locations for access panels, not indicated on Drawings, to Architect for review prior to rough-in. F.Access panels in time-rated fire-resistive walls, partitions and ceilings shall carry same rating as required by Code for the wall, partition or ceiling. G.Install access panels in accordance with manufacturer's instructions and, for fire-rated access panels, in compliance with requirements of listing authority. H.Provide for correct termination of adjoining finish materials and weatherproof at exterior locations. I.Adjust doors and operating hardware for proper and smooth operation. SLIDING GLASS AND MIRRORED DOORS A.Provide labor, material, equipment, and services necessary for the installation of all sliding glass and mirrored doors where shown on the drawings and as noted herein. B.Conduct all work in conformance with the California Residential Code, California Energy Requirements, American Architectural Aluminum Manufacturers Association (AAMA), ANSI, AAMA 101-85 "Voluntary Specifications for Aluminum Prime Windows and Sliding Glass Doors.", with materials in conformance with ASTM standards for their designated use. C.CRC Section R609.3. Aluminum, Vinyl, and Wood Exterior Windows and Glass Doors. Exterior windows and sliding doors shall be tested by an approved independent laboratory and bear a label identifying manufacturer, performance characteristics and approved inspection agency to indicate compliance with AAMA/ WDMA/ CSA 101/ I.S.2/ A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/ WDMA/ CSA 101/ I.S.2/ A440 or comply with Section R609.5. Exception: Decorative glazed openings. 1.Exterior Sliding Glass Doors a.Frame: Factory assembled with nail on fin. b.Finish: As selected by Owner. c.Size and Operation: As indicated in the construction documents. d.Hardware: Factory installed. Finish as selected by Owner. e.Weather-stripping: All units weather-stripped per California Energy Code. f.Screens: Factory installed on all operating units. Finish as selected by Owner. g.Muntins: Design as shown in the construction documents. Finish to match frame. 2.Mirrored Sliding Wardrobe Doors a.Finish: As selected by Owner. b.Size and Operation: As indicated on construction documents. 3.Glazing a.Refer to Glass and Glazing notes. Glazing in doors will be tempered or safety glazed. D.Installation 1.Before installation, verify that openings are plumb and square and of proper dimension. Report frame defects or unsuitable conditions to the general contractor before proceeding. Beginning of installation means acceptance of existing conditions. 2.Install in accordance with manufacturer's printed installation instructions, including, but not limited to the following to achieve watertight and freely operating installation. a.Install sealant and related backing materials at perimeter of assembly where required. b.Install accessory items as required. FINISH HARDWARE A.Provide labor, material, equipment, and services necessary for the installation of finish hardware. B.Conduct all work in conformance with the local building code, applicable disabled accessibility requirements and local security requirements. Obtain all interacting types of hardware from a single manufacturer. At fire-rated assemblies, provide hardware complying with NFPA and U.L. current testing standards appropriate for rating required. Where emergency exit devices are required, provide properly "labeled" hardware. Provide hardware templates for proper installation of hardware. C.Door hardware for exterior and interior doors to be lever type selected by Owner. Thresholds to be bronze anodized aluminum, or as selected by Owner. Doors to have a minimum of three (1 1/2 pair) hinges. Doors greater than 1 3/8" thick, 36" wide, or 90" tall shall have a minimum of four (2 pair) hinges. Exterior out swinging hinges to be nonferrous, with non-removable pins, interior hinges to have non-rising pins. No low frequency use hinges are to be used. D.Exterior Doors will have complete rigid stop applied type weather-stripping. Threshold weather-stripping as detailed. E.Installation shall be in accordance with local code and security requirements, manufacturer's instructions, and as indicated on drawings for complete smooth and proper operation. WINDOWS A.Provide labor, material, equipment, and services necessary for the installation of windows complete with all flashing and caulking where shown on drawings and as noted herein. B.Conduct all work in conformance with the California Residential Code, American Architectural Manufacturer's Association (AAMA), ANSI/AMI 101-85 "Voluntary Specifications for Windows and Sliding Glass Doors", National Wood Window and Door Association I.S.2-93 and 101/I.S.2-97 Standards, ANSI/AMI 101-85 "Voluntary Specifications for Aluminum Prime Windows and Sliding Glass Doors:, and California Energy Code requirements. C.Selection 1.Windows: Shall be selected by Owner. Fixed, single hung, or horizontal sliding windows conforming to Specification HS-B1 in ANSI A134.1 and AAMA 302.8 for residential windows, complete with screens; sizes as indicated on plans. 2.Glazing: Refer to Glass and Glazing notes and related energy compliance calculations. 3.Size and Operation: As indicated in the construction documents. Manufacturer/ supplier shall provide windows that meet all emergency exiting requirements of CRC Section R310.1 and notify architect if drawings are in conflict. 4.California Energy Code Requirements: All new windows and doors must comply with California Energy Code Section 110.6. All new windows and doors must display NFRC labels, clearly displaying U-values and SHGC coefficients (for glazed area) for field verification. Re-used/unlabeled windows or doors must meet minimum default values listed in the Code. D.Installation 1.Verification of Conditions: Before installation, verify that openings are plumb and square and of proper dimension. Report frame defects or unsuitable conditions to the general contractor before proceeding. 2.Install in accordance with manufacturer's printed installation instructions, including, but not limited to the following to achieve watertight and freely operating installation. a.Install sealant and related backing materials at perimeter of assembly where required. b.Install accessory items as required. GLASS AND GLAZING A.Provide labor, material, equipment, and services necessary for the installation of glass and glazing where shown on the drawings and as noted herein. B.Conduct all work in conformance with CRC Section R308, Federal specification DD-G-451 for standard glass, Federal specification DD-G-1403 for tempered glass, Flat glass marketing association "Glazing Manual", "Safety Standards for Architectural Glazing Material" (16CFR 1201) issued by Consumer Safety Commission, effective July 6, 1977, Insulating Glass Certification Council and California Energy Code requirements. C.CRC Section R609. Exterior Windows and Door Assemblies. Exterior window and door assemblies shall be tested in accordance with CRC Section 609.3. D.CRC Section R308.4. Hazardous locations. The following shall be considered specific hazardous locations for the purposes of glazing: 1.Glazing in all fixed and operable panels of swinging, sliding and bifold doors. 2.Glazing in an individual fixed or operable panel adjacent to a door shall be considered to be hazardous location where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) above the floor or walking surface and it meets either of the following conditions: 2.1 Where the glazing is within a 24-inch (610 mm) of either side of the door in the plane of the door in a closed position. 2.2 Where the glazing is on a wall perpendicular to the plane of the door in a closed position and within 24 inches (610 mm) of the hinge side of an in-swinging door. 3.Glazing in an individual fixed or operable panel that meets all of the following conditions: 3.1 The exposed area of an individual pane is larger than 9 square feet ; and 3.2 The bottom edge of the glazing is less than 18 inches (457 mm) above the floor; and 3.3 The top edge of the glazing is more than 36 inches (914 mm) above the floor; and 3.4 One or more walking surfaces are within 36 inches (914 mm), measured horizontally and in a straight line, of the glazing. 4.All glazing in railings regardless of area or height above a walking surface. Included are structural baluster panels and nonstructural infill panels. 5.Glazing in enclosures for or walls facing hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) measured vertically above any standing or walking surface. 6.Glazing in walls and fences adjacent to indoor and outdoor swimming pools, hot tubs and spas where the bottom edge of the glazing is less than 60 inches (1524 mm) above a walking surface and within 60 inches (1524 mm), measured horizontally and in a straight line, of the water's edge. This shall apply to single glazing and all panes in multiple glazing. 7.Glazing adjacent to stairways, landings and ramps within 36 inches (914 mm) horizontally of a walking surface when the exposed surface of the glazing is less than 60 inches (1524 mm) horizontal arc less than 180 degrees from the bottom tread nosing. Exceptions are as stated in the CRC. E.Installation will be in accordance with manufacturer's printed installation instructions. FIBER-CEMENT EXTERIOR SIDING A.Provide labor, material, equipment and services necessary for installation of fiber-cement siding where shown on the drawings and noted herein. B.Conduct all work in compliance with CRC Section R703.10, ANSI, ASTM, American Hardboard Association, and ICC. C.Materials: 1.Lap siding, color and pattern as selected by Architect/Owner. 2.CRC Section R703.10.2. Lap Siding. Fiber-cement lap siding having a maximum width of 12 inches (305 mm) shall comply with the requirements of ASTM C1186, Type A, minimum Grade II or ISO 8336 Category A minimum Class 2. Lap siding shall be lapped a minimum of 11 4 inches (32 mm) and lap siding not having tongue-and-groove end joints shall have the ends protected with caulking, covered with an H-section joint cover, located over a strip of flashing or shall be designed to comply with Section R703.1. Lap siding courses shall be installed with the fastener heads exposed or concealed, in accordance with Table R703.3(1) or approved manufacturer's instructions D.Install in accordance with manufacturer's installation instructions, CRC Section R703.10, and applicable state and local codes. EXTERIOR E.P.S. TRIM AND FINISH SYSTEM A.Provide and install expanded polystyrene (E.P.S. or "foam") trim and finish systems consisting of E.P.S. Trim and an outer acrylic plaster layer forming the protective finish coating per manufacturer specifications and CRC Section R703.9. B.CRC Section R316.4. Thermal Barrier. Unless otherwise allowed in Section R316.5 foam plastic shall be separated from the interior of a building by an approved thermal barrier of minimum 1/2 inch (12.7 mm) gypsum wallboard 23/32-inch (18.2 mm) wood structural panel or a material that is tested in accordance with and meets the acceptance criteria of both the Temperature Transmission Fire Test and the Integrity Fire Test of NFPA 275. C.Materials 1.E.P.S., manufactured under stringent requirements and quality control. 2.A layer of reinforced mesh to prevent surface cracking - option: heavy duty fiberglass reinforcing mesh designed for high impact areas. This layer to provide a strong, expandable, crack-free primer for the finish. 3.An adhesive for the E.P.S. trim and to embed the mesh and serve as a base for the finish. 4.The finish to be 100% acrylic synthetic materials with a range of applied textures and colors. C. Installation 1.Apply exterior E.P.S. trim on epoxy over brown coat in accordance with manufacturer's installation instructions. 2.Finish and color as selected by Owner. 3.Trim and screeds as recommended by manufacturer and as specified on architectural drawings. D.Surface Burning Characteristics 1.Unless otherwise allowed in Section R316.5 all foam plastic or foam plastic cores used as a component in manufactured assemblies used in building construction shall have a flame spread index of not more than 75 and shall have a smoke-developed index of not more than 450 when tested in the maximum thickness intended for use in accordance with ASTM E 84 or UL 723. Loose-fill type foam plastic insulation shall be tested as board stock for the flame spread index and smoke-developed index. 2.Exceptions as stated in CRC Section R316.3 ONE COAT STUCCO SYSTEM A.Provide labor, material, equipment, and services necessary for the installation of a one-coat stucco system where shown on the drawings and as noted herein. B.Conduct all work in conformance with the ICC Report # ESR-1194 or approved equal, ASTM, SMA and Plastering Information Bureau. C.Provide Owner selected complete one-coat stucco system, ICC tested and approved, to show compliance with applicable ICC Reports or approved equivalent. D.Install in accordance with the manufacturer's printed installation instructions and best trade association's standards of practice. 1.If control joints are required by finish coat manufacturer, the Architect is to be notified of proposed location prior to field implementation. THREE COAT STUCCO SYSTEM A.Provide labor, material, equipment, and services necessary for the installation of a three-coat stucco system where shown on the drawing and as noted herein. B.Conduct all work in conformance with CRC Section R703.7, ASTM, SMA, and Plastering Information Bureau. C.Provide Owner selected complete three-coat stucco system, ICC tested and approved as required by the jurisdiction, to show compliance with indicated performances including, but not limited to the following: 1.Walls: 3-coat application (scratch brown finish) over stucco underlayment. See General Notes 3-Stucco Underlayment for more information. 2.Finish coat: Integral color stucco, factory prepared mineral pigments. 3.Color as selected by Owner. 4.Accessories: all reinforcing beads, base screeds, control joints, etc., shall be of galvanized metal. D.Install in accordance with the manufacturer's printed installation instructions and best trade association's standards of practice. 1.Control joints shall be as required by finish coat manufacturer with the architect to be notified of proposed locations prior to field implementation. ADHERED STONE VENEER A.A facing attached to a wall for the purpose of providing ornamentation, protection, or insulation, but not counted as adding strength to the wall. B.Conduct all work in conformance with the CRC, UL, ASTM, and the Masonry Institute of America. C.Provide labor, material, equipment, and services necessary for the installation of adhered veneer where shown on the drawings and as noted herein. D.Stone veneer shall be installed per manufacturer's requirements, ICC Reports, and per CRC Section R703.8 and as amended by local amendments. PAINTING (LOW V.O.C. PAINT IS REQUIRED) A.Provide labor, material, equipment, and services necessary for the installation of all surfaces where shown on the drawings and as noted herein. B.Conduct work in compliance with the Painting and Decorating Contractors of America (PDCA), "Painting Specification Manual". C.The Owner will select all paint and stain products with the product selection being appropriate for the project's climactic conditions. The interior colors to be selected by developer, exterior colors to be selected by architect with owner's approval. Thinning of product is unacceptable. D.Mix and apply paints and stains in accordance with manufacturer's printed installation instructions, including, but not limited to the following minimum standards. 1.Surfaces shall be clean, dry and in a suitable condition for finish specified. Remove all oil, grease, bond breaking agents, dust, mill scale and efflorescence. 2.Cracks, holes and knots shall be filled, sanded smooth, and sealed. Wood surfaces, except re-sawn wood, shall be sanded smooth. Sanding dust shall be completely removed. 3.Paint should be complete before hardware is installed. 4.Interior and exterior rim and other finish work shall be backpainted, including cut ends, prior to installation to minimize inconsistent shrinkage and moisture intrusion. 5.Each coat shall be uniformly applied, well brushed out, and free of brush marks, runs, sags or skips. 6.Paint finishes shall be cut sharply to line. 7.Subcontractor is responsible for any damage resulting from overspray, and for all necessary clean up. 8.Semi-gloss paint to be applied by brush or roller. 9.Paint all exposed edges of trim to match the trim face color. 10.Doors shall be painted on all six sides. 11.Touch up any imperfections in painted surfaces after installation of trim, base, counters, etc. 12.Protect all adjacent surfaces. 13.Application of the first coat constitutes acceptance of the surface. 14.Surplus paint will be provided to the Owner in unopened containers (amount as requested by Owner) for maintenance touch-up work. 15.The painting contractor is responsible for the removal and proper disposal of all paint or stain materials and supplies at job completion. CERAMIC TILE A.Provide labor, material, equipment, and services necessary for the installation of all ceramic tile work as shown on the drawings and as noted herein. B.Conduct all work in conformance with CRC Section R702.4, ICC evaluation reports and manufacturer's installation requirements with materials in compliance with A.S.T.M. standards for their specific use. C.Installation shall conform to Tile Council of America "American National Standard Specifications for the installation of Ceramic Tile"; "Handbook for Ceramic Tile Installation" (current edition), all as amended by Ceramic Tile Institute's recommendations. D.Materials: 1.Countertops and splashes: as selected by Owner. 2.Hard tile flooring: as selected by Owner. 3.Grout: Color as selected by Owner. 4.Provide non-slip surface as tiled walking surfaces. E.Contractor shall inspect details, and framing for appropriateness to installing ceramic tile. Report deficiencies immediately in writing to the developer with a copy to the architect. Failure to do so, or commencement of work without such notification, will constitute an acceptance by contractor of suitability of previous work by others. F.Verify all sizes and dimensions by taking field measurement prior to installation G.Verify all openings as plumb, square and true. H.Provide approved waterproof membrane at showers or tubs where ceramic tile finish is indicated. I.Tile shall be thin set on floor areas except tubs or showers, with slip sheet under tile. J.Mud set all other areas. RESILIENT FLOORING A.Provide labor, material, equipment, and services necessary for the installation of all sheet vinyl flooring as shown on the drawings and as noted herein. B.Conduct all work in conformance with the Resilient Tile Institute with materials in compliance with ASTM standards for their specific use. C.Owner's general contractor shall coordinate floorings subcontractor with framing and concrete contractors to insure compatibility of adhesives and sub-floor surface texture, materials and preparation. D.Materials 1.As selected by Owner. 2.Verify with acoustical report for material. E.Install in accordance with manufacturer's printed installation instructions F.Upon completion of installation of floor covering, adjacent work, and after materials have set, clean surfaces as recommended by manufacturer. GYPSUM BOARD A.Provide labor, material, equipment, and services necessary for the installation of gypsum board complete where shown on drawings and noted herein. B.Conduct all work in conformance with CRC Section R702.3, ASTM, Gypsum Association GA-216 "Recommended Specifications for Applications and Finish of Gypsum Board" and the "American Standard Notes for Application and Finishing of Gypsum Board", by the American National Standards Institute (ANSI). C.Provide Gypsum Board at locations noted. Provide accessories at all locations as required for complete system. 1.Wet Areas: Moisture resistant as required by CRC Section R702.3.7 and in thickness and locations recommended by gypsum board manufacturer to occur at walls only. 2.Accessories: a.Bullnose (90 degree right angle) corner bead at all external corners. b.Corrosive resistive, L-type edge trim at all exposed edges. c.Semi-rigid PVC flexible corner bead at radius openings. d.Resilient channels, provide manufacturer's special shaped metal furring channel in gauge and spacing as required for applicable fire or sound rated assemblies. e.Tape and joint compound as recommended by gypsum board manufacturer. f.Provide permanently resilient sealant at sound control joints as recommended by manufacturer. g.Nail or screw per applicable code requirements. Refer to drawings for special nailing at shear walls and fire/sound rated assemblies. The contractor at his option may substitute wallboard screws of equivalent properties in lieu of nails as permitted by authority having jurisdiction. Fasteners at multiple layer applications shall be sized accordingly. Fasteners where shear walls occur shall be lengthened by the thickness of the sheathing to ensure the required embedment into support framing is maintained. E.All gypsum board shall be of type, edge, configuration arrangement and maximum lengths available to minimize end to end butt joints. All joints in finished surfaces shall be taped and finished with joint compound. Reinforce all corners and conceal exposed nail or screw heads with joint compound. Metal trim shall be applied tightly to gypsum board edges, plumb, level and true to plan, securely attached. All gypsum wall board concealing tub nailing fins shall be aligned with adjacent wall planes such that the true wall plane is maintained. PLUMBING A.Provide labor, material, equipment, and services necessary for the installation of a complete plumbing system where shown on the drawings and as noted herein. The plumbing system is to operate according to the best practices of the trade and including but not limited to: fixtures, hot, cold water and gas piping, soil and vent piping, water heaters, pipe insulation, permits, fees, meters, deck drains, etc. (verify all drains and overflow systems that tie in with underground drainage systems). Refer to plans by subcontractor or licensed engineer for actual layout and specifications. B.Conduct work in conformance with the California Plumbing Code. C.Plumbing fixtures to be selected by Owner. Install in accordance with the best practice of this trade but not limited to the following: 1.Rough-in shall be completed, tested and approved before closing in with other work. 2.Openings in pipes, drains, and fittings shall be kept covered during construction. 3.Provide solid backing for securing fixtures. 4.Provide clean-outs at ends of all lines and where required by codes. 5.Slope gas piping not less than 1/4 inch in 15 feet per 2022 CPC 1210.2.2. 6.Verify all fire and acoustic assembly requirements prior to installation. All plu mbing penetrations through a rated wall or ceiling, where occurs, shall comply with CRC and all applicable UL Listings. 7.Verify all clearances for water closets, lavs, etc. with appropriate accessibility requirements. 8.All showerheads will be low-flow models < 1.8 GPM. HEATING AND AIR CONDITIONING A.Provide labor, material, equipment, and services necessary for the installation of all heating and ventilating systems where shown on the drawings and as noted herein. Refer to plans by subcontractor or licensed engineer for actual layout and specifications. Installer to verify locations of register(s) and thermostat(s) with owner prior to installation of interior finish. B.Conduct work in conformance with the 2022 California Mechanical Code. C.Installation 1.Equipment to comply with all applicable California Energy Code Standards. All equipment installation to be per manufacturer's printed installation requirements. Verify all clearances required for equipment installation with general contractor and equipment manufacturer. Verify all fire assembly requirements (back draft dampers, etc. with plans prior to fabrication and installation). Verify all acoustical requirements before installation. 2.Combustion Air: a.Provide one opening within 12 inches of the floor and one opening within 12 inches of the ceiling. Where connected to the outside air by vertical ducts, provide min. 1 sq. in. for each 4,000 BTU's. Where connected to the outside air by horizontal ducts, provide min. 1 sq. in. for each 2,000 BTU's. b.Where one opening is provided, locate opening within 12" of the ceiling and provide min. 1-sq. in. for each 3,000 BTU's. D.CRC Section R303.1. Habitable rooms. All habitable rooms shall have an aggregate glazing area of not less than 8 percent of the floor area of such rooms. Natural ventilation shall be through windows, skylights, doors, louvers or other approved openings to the outdoor air. Such openings shall be provided with ready access or shall otherwise be readily controllable by the building occupants. The minimum openable area to the outdoors shall be not less than 4 percent of the floor area being ventilated. Mechanical Ventilation may be provided in lieu of Natural Ventilation in accordance with CRC Sections R303.1.1, R303.3 and R303.5. E.CRC Section R303.2. Adjoining rooms. For the purpose of determining light and ventilation requirements, any room shall be considered as a portion of an adjoining room when at least one-half of the area of the common wall is open and unobstructed and provides an opening of not less than one-tenth of floor area of the interior room but not less than 25 square feet. F.CRC Section R303.3. Bathrooms. Bathrooms, water closet compartments, and other similar rooms shall be provided with aggregate glazing area in windows of not less than 3 square feet, one-half of which is openable. G.Contaminant sources in naturally ventilated spaces shall be removed in accordance with the CRC, Section R303.5.1, 2022 California Mechanical Code and the 2022 California Fire Code. H.Where natural ventilation is to be provided by openings onto yards or courts, such yards or courts shall comply with CRC Section R303.8. F.CRC Section R303.9 Required heating. When the winter design temperature in Table R301.2(1) is below 60°F (16°C), every dwelling unit shall be provided with heating facilities capable of maintaining a minimum temperature of 68°F (20°C) at a point 3 feet (914 mm) above the floor and 2 feet (610 mm) from exterior walls in all habitable rooms at the design temperature. The installation of one or more portable space heaters shall not be used to achieve compliance with this section. G.The following items shall comply with the 2022 California Energy Code as stated therein. 2.HVAC System. 3.Thermostats. 4.Heat pumps. 5.Ducts and Plenums. 6.Duct and Plenum Insulation. ELECTRICAL A.Provide labor, material, equipment, and services necessary for the installation of a complete electrical system where shown on the drawings and as noted herein. Refer to plans by licensed engineer for layouts, service runs details and general notes. B.Conduct work in conformance with the 2022 California Electrical Code, Underwriters Laboratories, Inc. (U.L.)., and the ASTM. C.All materials shall be new and of the same manufacturer for each class or group of equipment. Materials shall be listed and approved by Underwriter's Laboratories, Inc. and shall bear the inspection label where subject to such approval. Materials shall meet with the approval of the division of industrial safety and all governing bodies having jurisdiction. Materials shall be manufactured in accordance with applicable standards. 1.Underground service, one meter per unit, size per electrical requirements. 2.Verify meter location and all requirements with governing utility company. 3.Switch plates, covers, etc.: as selected by Owner. 4.Fixtures: as selected by Owner. 5.Smoke detectors, exhaust fans, etc.: as selected by Owner. 6.Sealed plate covers. D.CRC Section R314.1.1 Smoke detection and notification. All smoke alarms shall be listed in accordance with UL 217 Combination smoke and carbon monoxide alarms shall be listed in accordance with UL 217 and UL 2034. Systems and components shall be California State Fire Marshall listed and approved in accordance with California Code of Regulations, Title 19 , Division 1 for the purpose for which they are installed. 1.CRC Section R314.6. Power Source. Smoke alarms shall receive their primary power from the building wiring provided that such wiring is served from a commercial source and shall be equipped with a battery backup. Smoke alarms with integral strobes that are not equipped with battery backup be connected to an emergency electrical signal. Smoke alarms shall emit a signal when the batteries are low. Wiring shall be permanent and without a disconnecting switch other than as required for overcurrent protection. 2.CRC Section R314.4. Interconnection. Where more than one smoke alarm is required to be installed within an individual dwelling or sleeping unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the individual unit. The alarm shall be clearly audible in all bedrooms over background noise levels with all intervening doors closed. 3.Exceptions as stated in CRC Section R314.4 and 314.6 4.Additional requirements as stated in CRC Section R314.8 for R-3 occupancies. E.CRC Section 315. Carbon Monoxide Alarms. 1.CRC Section 315.2.1 and R315.5 Power Source. For existing buildings and new construction carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1.1 The dwelling unit contains fuel-fired appliance or fireplace 1.2 The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. 2.CRC Section 315.5 Power Source. Carbon Monoxide shall receive their primary power from the building wiring where such wiring is served from a commercial source and, where primary power is interrupted, shall receive power from battery. Wiring shall be permanent and without a disconnecting switch other than those required for a overcurrent protection. Exceptions stated in CRC Section 315.5 3.CRC Section R315.1.7 Interconnection. Where more than one carbon monoxide alarm is required to be installed within the dwelling unit or within a sleeping unit in group R occupancies, the alarms shall be interconnected in a matter that activation of one alarm shall activate all the alarms in the individual unit. Exceptions stated in CRC Section 315.7 4.CRC Section R315.1.1 Listings. Carbon monoxide alarms shall be listed in accordance with UL 2034. Combination Carbon monoxide and smoke alarms shall be listed in accordance with UL 2034 and UL 217. No person shall install, market, distribute, offer for sale or sell any carbon monoxide device in the State of California unless the device and instructions have been approved and listed by the office of the State Fire Marshall . Per R315.3 Carbon monoxide alarms in dwelling units shall be installed and maintained in accordance with manufacturer's published instructions in the following locations: a.Outside of each separate dwelling unit sleeping area in the immediate vicinity of the bedroom(s). b.On every level of a dwelling unit including basements. c. Where a fuel burning appliance is located within a bedroom or its attached bathroom, a carbon monoxide shall be instyalled within the bedroom 5.CRC Section R315.4 Combination alarms. Carbon monoxide alarms and smoke alarms shall be permitted to be used in lieu of carbon monoxide alarms. Combination Carbon Monoxide / smoke alarms shall comply with Section R315 and all requirements for listing and approval by the Office of the state Fire Marshall for smoke alarms. FIREPLACE WITHIN A DWELLING UNIT A.Gas fireplace installed within a dwelling unit shall comply with the following requirements: 1.Per CRC Section R1006.1, Fireplaces shall be equipped with an exterior air supply unless room is mechanically ventilated and controlled so that the indoor pressure is neutral or positive. Exterior combustion air ducts for factory-built fireplaces shall be a listed component of the fireplace and shall be installed per manufacturer's instructions. 1.1 The exterior air intake shall be capable of supplying all combustion air from the exterior of dwelling or from spaces within the dwelling ventilated with outdoor air such as nonmechanically ventilated crawl or attic spaces. The Exterior air intake shall not be located within garage or basement of the dwelling. The exterior air intake, for other listed factory-built fireplaces, shall not be located at an elevation higher than firebox. The exterior air Intake shall be covered with a corrosion-resistant screen of 1/4-inch (6 mm) mesh. CRC Section R1006.2 2.Per CMC Section 902.2 - Appliances shall not be installed so its combustion, ventilation, and dilution air are obtained from a bedroom or bathroom unless the bedroom or bathroom has the required volume in accordance with Section 701.4. [NFPA 54:10.1.2]. PREFABRICATED FIREPLACES A.Provide labor, material, equipment, and services necessary for the installation of all prefabricated fireplaces as shown on the drawings and as noted herein. B.Conduct all work in conformance with CRC Chapter 10, as applicable, ICC Evaluation Service Reports, SMACNA "Architectural Sheet Metal Manual", with materials in compliance with ASTM standards for their specific use. C.Materials: 1.Manufacturer, size and/or model as noted on plans or as specified by Owner in bid instructions. 2.Accessories such as, but not limited to, flues, chimneys, termination caps and spark arresters as specified and/or approved by the fireplace manufacturer. D.Contractor shall inspect details and previous work by others for appropriateness to installing prefabricated fireplaces. Report deficiencies immediately in writing to the developer with a copy to the architect. Failure to do so, or commencement of work without such notification, will constitute an acceptance by contractor of suitability of previous work by others. E.Verify all sizes and dimensions by taking field measurements prior to installation. F.Fireplaces and accessories shall be installed with strict adherence to manufacturer's written recommendations and all applicable building and mechanical codes. G.Gas or liquid fuel fireplaces shall have dampers that remain permanently open. H.Refer to landscape drawings for all information regarding exterior fireplaces. 110V. POWER FOR MAIN. AT EQUIP. FLUORESCENT LIGHT AT EQUIPMENT, USE OCCUPANT SENSOR TO OPERATE LIGHT ATTIC VENTILATION MAY ALSO SERVE AS COMBUSTION AIR SOURCE IF > 1 SQ.IN. FOR EACH 3,000 BTU. 22"x30" PROVIDED EQUIPMENT WILL FIT THROUGH OPENING PLYWOOD ACCESS WAY MINIMUM 24" WIDE FROM ATTIC ACCESS TO EQUIP, AND 30" WIDE AT SERVICEABLE SIDES OF MACHINE. MOUNT HVAC EQUIP. ON VIBRATION ISOLATOR PADS OR SUSPEND FROM TRUSSES WITH APPROVED HANGERS. ATTIC ACCESS 30 " M I N . CL R . A T OP E N I N G 20'-0" MAX. 42 " M I N I M U M CL R . A T FA U U N I T RE C O M M E N D E D . VE R I F Y W I T H ME C H . FAU IN ATTIC FG GENERAL NOTES CRC (CONT.) A0-32 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 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 - NONPOROUS - POROUS 250 775 MODIFIED BITUMINOUS 500 MARINE DECK 760 OTHER 750 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 AND ASPHALT TILE ADHESIVES 50 DRYWALL AND PANEL ADHESIVES 50 COVE BASE ADHESIVES 50 MULTIPURPOSE CONSTRUCTION ADHESIVES 70 STRUCTURAL GLAZING ADHESIVES 100 SINGLE-PLY ROOF MEMBRANE ADHESIVES 250 OTHER ADHESIVES NOT SPECIFICALLY 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 AND TRIM ADHESIVE 250 SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL 30 PLASTIC FOAMS 50 POROUS MATERIAL (EXCEPT WOOD)50 WOOD 30 FIBERGLASS 80 TABLE 4.504.3 VOC CONTENT LIMITS FOR ACHITECTURAL COATINGS²'³ GRAMS OF VOC PER LITER OF COATING LESS WATER AND LESS EXEMPT COMPOUNDS COATING CATEGORY VOC LIMIT FLAT COATINGS 50 NONFLAT 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 COATINGS¹120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULITCOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, AND UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTIVE COATINGS 250 SHELLACS - CLEAR - OPAQUE 730 550 SPECIALTY PRIMERS, SEALERS, AND UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB AND TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 TABLE 4.504.5 FORMALDEHYDE LIMITS¹ MAXIMUM FORMALDEHYDE EMISSISIONS IN PARTS PER MILLION PRODUCT CURRENT LIMIT HARDWOOD PLYWOOD VENEER CORE 0.05 HARDWOOD PLYWOOD COMPOSITE CORE 0.05 PARTICLEBOARD 0.09 MEDIUM DENSITY FIBERBOARD 0.11 THIN MEDIUM DENSITY FIBERBOARD²0.13 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE CHAPTER 4 - RESIDENTIAL MANDATORY MEASURES CHECKLIST SECTION HEADING REQUIREMENTS SHEET REFERENCE DIVISION 4.1 - PLANNING AND DESIGN (SITE DEVELOPMENT) 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. 4.106.3 GRADING AND PAVING SITE GRADING OR DRAINAGE SYSTEM WILL MANAGE ALL SURFACE WATER FLOWS TO KEEP WATER FROM ENTERING BUILDINGS. DIVISION 4.1 - ELECTRICAL VEHICLE CHARGING FOR NEW CONSTRUCTION (SITE DEVELOPMENT) 4.106.4 ELECTRIC VEHICLE (EV) CHARGING FOR NEW CONSTRUCTION NEW CONSTRUCTION SHALL COMPLY WITH SECTION 4.106.4.1 OR 4.106.4.2 TO FACILITATE FUTURE INSTALLATION AND USE OF EV CHARGERS. ELECTRICAL VEHICLE SUPPLY EQUIPMENT (EVSE) SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE, ARTICLE 625. 4.106.4.1 NEW ONE- AND TWO-FAMILY DWELLINGS AND TOWNHOUSES WITH ATTACHED GARAGES FOR EACH DWELLING UNIT INSTALL A MIN. 1" DIAMETER LISTED RACEWAY TO ACCOMMODATE A DEDICATED 208/240-VOLT BRANCH CIRCUIT. THE RACEWAY SHALL ORIGINATE AT THE MAIN SERVICE PANEL AND TERMINATE INTO A LISTED CABINET, BOX OR ENCLOSURE IN CLOSE PROXIMITY TO THE PROPOSED LOCATION OF AN EV CHARGER. THE SERVICE PANEL SHALL PROVIDE CAPACITY TO INSTALL A 40-AMPERE MIN. DEDICATED BRANCH CIRCUIT AND SPACE(S) RESERVED TO PERMIT A BRANCH CIRCUIT OVERCURRENT PROTECTIVE DEVICE. 4.106.4.2 NEW MULTIFAMILY DWELLINGS IF RESIDENTIAL PARKING IS AVAILABLE, 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 CHARGIND SPACES (EV SPACES) CAPABLE OF SUPPORTING FUTURE EVSE. CALCULATIONS FOR THE REQUIRED NUMBER OF EV SPACES SHALL BE ROUNDED UP TO THE NEAREST WHOLE NUMBER. NOTE: CONSTRUCTION DOCUMENTS ARE INTENDED TO DEMONSTRATE THE PROJECT'S CAPABILITY AND CAPACITY FOR FACILITATING FUTURE EV CHARGING. THERE IS NO REQUIREMENT FOR EV SPACES TO BE CONSTRUCTED OR AVAILABLE UNTIL EV CHARGERS ARE INSTALLED FOR USE. 4.106.4.2.1 & 4.106.4.2.1.1 ELECTRIC VEHICLE CHARGING SPACE (EV SPACE) LOCATIONS CONSTRUCTION DOCUMENTS SHALL INDICATE THE LOCATION OF PROPOSED EV SPACES. WHERE COMMON USE PARKING IS PROVIDED AT LEAST ONE EV SPACE SHALL BE LOCATED IN COMMON USE AREA AND AVAILABLE FOR USE BY ALL RESIDENTS. WHEN EV CHARGERS ARE INSTALLED, EV SPACES REQUIRED BY 4.106.2.2, ITEM 3, SHALL COMPLY WITH AT LEAST ONE OF THE FOLLOWING OPTIONS: 1 - THE EV SPACE SHALL BE LOCATED ADJACENT TO AN ACCESSIBLE PARKING SPACE COMPLYING WITH CBC, CHAPTER 11A TO ALLOW USE OF THE EV CHARGER FROM THE ACCESSIBLE PARKING SPACE. 2 - THE EV SPACE SHALL BE LOCATED ON AN ACCESSIBLE ROUTE TO THE BUILDING AS DEFINED BY CBC CHAPTER 2. EXCEPTION: ELECTRIC VEHICLE CHARGING STATIONS DESIGNED AND CONSTRUCTED IN COMPLIANCE WITH THE CALIFORNIA BUILDING CODE, CHAPTER 11B, ARE NOT REQUIRED TO COMPLY WITH SECTION 4.106.4.2.1.1 AND SECTION 4.106.4.2.2, ITEM 3. 4.106.4.2.2.1.2 ELECTRIC VEHICLE CHARGING SPACE (EV SPACE) DIMENSIONS AND SLOPE THE EV SPACE SHALL COMPLY WITH THE FOLLOWING: 1 - THE MIN. LENGTH SHALL BE 18 FEET. 2 - THE MIN. WIDTH SHALL BE 9 FEET. 3 - ONE IN EVERY 25 EV SPACE, BUT NOT LESS THAN ONE EV SPACE SHALL ALSO HAVE AN 8-FOOT WIDE MIN. AISLE. A 5-FOOT WIDE MIN. AISLE SHALL BE PERMITTED PROVIDED THE WIDTH OF EV SPACE IS 12 FEET. a. SURFACE SLOPE FOR THIS EV SPACE AND THE AISLE SHALL NOT EXCEED 1 UNIT VERTICAL IN 48 UNITS HORIZONTAL (2.083 PERCENT) IN ANY DIRECTION. 4.106.4.2.3 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 PROPOSED LOCATION OF THE EV SPACE. CONSTRUCTION DOCUMENTS SHALL IDENTIFY THE RACEWAY TERMINATION POINT. THE SERVICE PANEL AND/OR SUBPANEL SHALL PROVIDE CAPACITY TO INSTALL A 40-AMPERE MINIMUM DEDICATED BRANCH CIRCUIT AND SPACE(S) RESERVED TO PERMIT INSTALLATION OF A BRANCH CIRCUIT OVERCURRENT PROTECTIVE DEVICE. 4.106.4.2.3 MULTIPLE EV SPACES REQUIRED CONSTRUCTION DOCUMENTS SHALL INDICATE THE RACEWAY TERMINATION POINT AND PROPOSED LOCATION OF FUTURE EV SPACE AND EV CHARGERS. CONSTRUCTION DOCUMENTS SHALL ALSO PROVIDE INFORMATION ON AMPERAGE OF FUTURE EVSE, RACEWAY METHOD(S), WIRING SCHEMATICS AND ELECTRICAL LOAD CALCULATIONS TO VERIFY 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 SPACE AT THE FULL RATED AMPERAGE OF THE EVSE. PLAN DESIGN SHALL BE BASED UPON A 40-AMPERE MINIMUM BRANCH CIRCUIT. 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. 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). DIVISION 4.2 - ENERGY EFFICIENCY 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 4.3 - WATER EFFICIENCY AND CONSERVATION (INDOOR WATER USE) 4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTING PLUMBING FIXTURES AND FITTINGS SHALL COMPLY WITH THE FOLLOWING: TOILETS < 1.28 GAL/FLUSH URINALS < .5 GAL/FLUSH SHOWERHEADS < 1.8 GPM @ 80 PSI MULTIPLE SHOWER HEADS COMBINED FLOW RATE OF ALL SHOWER HEADS AND/OR OTHER SHOWER OUTLETS CONTROLLED BY A SINGLE VALVE < 1.8 GPM @ 80 PSI OR DESIGNED TO ALLOW ONLY ONE SHOWER OUTLET TO BE IN OPERATION AT A TIME. LAVATORY FAUCETS 0.8 GPM @ 20PSI < X < 1.2 GPM @ 60 PSI LAVATORY FAUCETS IN COMMON AND PUBLIC USE AREAS < .5 GPM @ 60 PSI METERING FAUCETS < .20 GPM PER CYCLE KITCHEN FAUCETS < 1.8 GPM @ 60 PSI - MAY TEMPORARILY INCREASE TO 2.2 GPM AND MUST DEFAULT TO 1.8 GPM 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. DIVISION 4.3 - WATER EFFICIENCY AND CONSERVATION (OUTDOOR WATER USE) 4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS AFTER DECEMBER 1, 2018, NEW RESIDENTIAL DEVELOPMENTS WITH AN AGGREGATE LANDSCAPE AREA EQUAL TO OR GREATER THAN 500 SQUARE FEET SHALL COMPLY WITH ONE OF THE FOLLOWING OPTIONS: 1 - A LOCAL WATER EFFICIENT LANDSCAPE ORDINANCE OR THE CURRENT CALIFORNIA DEPARTMENT OF WATER RESOURCES' MODEL WATER EFFICIENT LANDSCAPE ORDINANCE (MWELO), WHICHEVER IS MORE STRINGENT; OR 2 - PROJECTS WITH AGGREGATE LANDSCAPE AREAS LESS THAN 2,500 SQUARE FEET MAY COMPLY WITH THE MWELO'S APPENDIX D PRESCRIPTIVE COMPLIANCE OPTION. DIVISION 4.4 - MATERIAL CONSERVATION & RESOURCE EFFICIENCY (ENHANCED DURABILITY & REDUCED MAINTENANCE) 4.406.1 RODENT PROOFING ANNULAR SPACES AROUND PIPES, ELECTRICAL CABLES, CONDUITS OR OTHER OPENINGS IN SOLE/BOTTOM PLATES IN 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. DIVISION 4.4 - MATERIAL CONSERVATION & RESOURCE EFFICIENCY (CONSTRUCTION WASTE REDUCTION, DISPOSAL & RECYCLING) 4.408.1 CONSTRUCTION WASTE REDUCTION RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF 65% OF THE NON-HAZARDOUS CONSTRUCTION AND DEMOLITION DEBRIS, OR MEET A MORE STRINGENT LOCAL CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE. EXCEPTIONS: 1 - EXCAVATED SOIL AND LAND-CLEARING DEBRIS. 2 - ALTERNATIVE WASTE REDUCTION METHODS DEVELOPED BY WORKING WITH LOCAL AGENCIES IF DIVERSION OR RECYCLED 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 JOB SITES 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 OF SECTION 4.408.2. 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 4.408.4 & 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 3.4 LBS/S.F. (LOW RISE) OR 2 LBS/S.F. (HIGH RISE) 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. DIVISION 4.4 - MATERIAL CONSERVATION & RESOURCE EFFICIENCY (BUILDING MAINTENANCE & 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 COVERS ITEMS 1 THROUGH 10 OF SECTION 4.410.1 SHALL BE PLACED IN THE BUILDING. 4.410.2 RECYCLING BY OCCUPANTS WHERE 5 OR MORE MULTI-FAMILY DWELLING UNITS ARE CONSTRUCTED ON A BUILDING SITE, PROVIDE READILY ACCESSIBLE AREA(S) THAT SERVES ALL BUILDINGS ON THE SITE AND IS IDENTIFIED FOR THE DEPOSITING, STORAGE, AND COLLECTION OF NON-HAZARDOUS MATERIALS FOR RECYCLING, INCLUDING (AT A MINIMUM) PAPER, CORRUGATED CARDBOARD, GLASS, PLASTICS, ORGANIC WASTE, AND METALS, OR MEET A LAWFUL 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 NOT REQUIRED TO COMPLY WITH THE ORGANIC WASTE PORTION OF THIS SECTION. DIVISION 4.5 - ENVIRONMENTAL QUALITY (FIREPLACES) 4.503.1 GENERAL ANY INSTALLED GAS FIREPLACE SHALL BE A DIRECT-VENTED SEALED-COMBUSTION TYPE. ANY INSTALLED WOOD STOVE 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. WOOD STOVES, PELLET STOVES AND FIREPLACES SHALL ALSO COMPLY WITH LOCAL ORDINANCES. DIVISION 4.5 - ENVIRONMENTAL QUALITY (POLLUTANT CONTROL) CA RESIDENTIAL MANDATORY MEASURES A0-41 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 4.504.1 COVERING OF DUCT OPENINGS AND 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 AND COOLING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED BY METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF WATER, DUST AND DEBRIS WHICH MAY ENTER THE SYSTEM. DIVISION 4.5 - ENVIRONMENTAL QUALITY (POLLUTANT CONTROL) CONTINUED 4.504.2.1 ADHESIVES, SEALANTS AND CAULKS ADHESIVES, SEALANTS 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, ADHESIVES 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 TABLES 4.504.1 OR 4.504.2 AS APPLICABLE. SUCH PRODUCTS SHALL ALSO COMPLY WITH RULE 1168 PROHIBITION ON THE USE OF CERTAIN TOXIC COMPOUNDS (CHLOROFORM, ETHYLENE, DICHLORIDE, METHYLENE CHLORIDE, PERCHLORETHYLENE, AND TRICHLOROETHLENE), 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 PRODUCTION, LESS PACKAGING, WHICH DO NOT WEIGH MORE THAN ONE 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 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 MEASURES AS SHOWN IN TABLE 4.504.3 UNLESS THE MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS LISTED IN TABLE 4.504.3, SHALL BE DETERMINED BY CLASSIFYING THE COATS AS 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 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 SECTION 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 SPECIFICATIONS 2 - FIELD VERIFICATION OF ON-SITE PRODUCT CONTAINERS A4.504.3 CARPET SYSTEMS ALL CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE TESTING AND PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING: 1 - CARPET AND RUG INSTITUTE'S GREEN LABEL PLUS PROGRAM 2 - CALIFORNIA DEPARTMENT OF PUBLIC HEALTH "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENT CHAMBERS" VERSION 1.1, FEBRUARY 2010 (ALSO KNOWN AS SPECIFICATION 01350). 3 - NSF/ANSI 140 AT THE GOLD LEVEL 4 - SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE GOLD 4.504.3.1 CARPET CUSHION ALL CARPET CUSHION INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CARPET AND RUG INSTITUTE'S GREEN LABEL PROGRAM. 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 COMPLY WITH ONE OR MORE OF THE FOLLOWING: 1 - PRODUCTS COMPLIANT WITH THE CALIFORNIA DEPT. OF PUBLI HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.1, FEBRUARY 2010 (AKA SPECIFICATION 01350), CERTIFIED AS A CHPS LOW-EMITTING MATERIAL IN THE COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS (CHPS) HIGH PERFORMANCE PRODUCTS DATABASE. 2 - PRODUCTS CERTIFIED UNDER UL GREENGUARD (FORMERLY THE GREENGUARD CHILDREN & SCHOOLS PROGRAM). 3 - CERTIFICATION UNDER THE RESILIENT FLOOR COVERING INSTITUTE (RFCI) FLOOR SCORE PROGRAM. 4 - MEET THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENT CHAMBERS" VERSION 1.1, FEBRUARY 2010 (ALSO KNOWN AS SPECIFICATION 01350). 4.504.5 COMPOSITE WOOD PRODUCTS HARDWOOD PLYWOOD, PARTICLEBOARD AND MEDIUM DENSITY FIBERBOARD COMPOSITE WOOD PRODUCTS USED ON THE INTERIOR OR EXTERIOR OF THE BUILDING SHALL MEET THE REQUIREMENTS FOR FORMALDEHYDE AS SPECIFIED IN ARB'S AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD (17 CCR 93120 ETSEQ.), 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 OR EUROPEAN 636 3S, AND CANADIAN CSA O121, CSA O151, CSA O153, AND CSA O325 STANDARDS. 5. OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY. DIVISION 4.5 - ENVIRONMENTAL QUALITY (INTERIOR MOISTURE CONTROL) 4.505.2 CONCRETE SLAB FOUNDATIONS CONCRETE SLAB FOUNDATIONS REQUIRED TO HAVE A VAPOR RETARDER BY CALIFORNIA BUILDING CODE, CCR, TITLE 24, CHAPTER 19 OR CONCRETE SLAB-ON-GROUND FLOORS REQUIRED TO HAVE A VAPOR RETARDER BY THE CALIFORNIA RESIDENTIAL CODE, CHAPTER 5 SHALL 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 (101.6MM) THICK BASE OF 1/2 INCH (12.7MM) OR LARGER CLEAN AGGREGATE SHALL BE PROVIDED WITH A VAPOR RETARDER IN DIRECT CONTACT WITH CONCRETE AND A CONCRETE MIX DESIGN WHICH WILL ADDRESS BLEEDING, SHRINKAGE AND CURLING SHALL BE USED. 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 MATERIAL 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% MOISTURE CONTENT. MOISTURE CONTENT SHALL BE VERIFIED IN COMPLIANCE WITH ONE OF THE FOLLOWING: 1 - MOISTURE CONTENT SHALL BE DETERMINED WITH EITHER A PROBE-TYPE OR A CONTACT-TYPE MOISTURE METER. 2 - MOISTURE READINGS SHALL BE TAKEN AT A POINT 2 FEET TO 4 FEET FROM THE GRADE STAMPED END OF EACH PIECE TO BE 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. DIVISION 4.5 - ENVIRONMENTAL QUALITY ( INDOOR AIR QUALITY & EXHAUST) 4.506.1 BATHROOM EXHAUST FAN 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 ADJUSTING BETWEEN A RELATIVE HUMIDITY RANGE OF 50 TO 80 PERCENT. 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) NOTE: 1)FOR THE PURPOSE 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. DIVISION 4.5 - ENVIRONMENTAL QUALITY ( 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 SYSTEMS FUNCTION ARE ACCEPTABLE. CHAPTER 7 - INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS (QUALIFICATIONS) 702.1 INSTALLER TRAINING [HCD] 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. 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 OR VERIFICATION ORGANIZATIONS. 4 - PROGRAMS SPONSORED BY MANUFACTURING ORGANIZATIONS. 5 - OTHER PROGRAMS ACCEPTABLE TO THE ENFORCING AGENCY. 702.2 SPECIAL INSPECTION WHEN REQUIRED BY THE ENFORCING AGENCY, SPECIAL INSPECTORS WILL PROVIDE INSPECTIONS OR OTHER DUTIES NECESSARY TO SUBSTANTIATE COMPLIANCE WITH THIS CODE. SPECIAL INSPECTORS SHALL DEMONSTRATE COMPETENCE FOR THE PARTICULAR TYPE OF INSPECTION OR TASK, DIVISION 7.3 - VERIFICATIONS 703.1 DOCUMENTATION DOCUMENTATION USED TO SHOW COMPLIANCE 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.. CA RESIDENTIAL MANDATORY MEASURES A0-42 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description EXISTING GARAGE EXISTING DWELLING PL L=51' L= 1 4 7 ' PL EXISTING CONCRETE DRIVEWAY SL O P E 2% EXISTING CONCRETE DRIVEWAY EXISTING CONCRETE EXISTING ADDITION (E) WROUGHT IRON GATE GRASS SL O P E 5% GRASS SL O P E 5% (N) BLOCK WALL EX I S T I N G CO N C R E T E SLO P E 2% SLO P E 2% SL O P E 5% (E) WATER HEATER 19 ' - 9 " 11'-6" 5'-0" 34 ' - 1 1 / 2 " 16 ' - 7 " SLOPE 2% POINSETTIA ST N (E) MAIN ELECTRIC PANEL (E) GAS METER (E) AC CONDENSER EXISTING DWELLING PL L=51' L= 1 4 7 ' PL EXISTING CONCRETE DRIVEWAY SL O P E 2% EXISTING CONCRETE DRIVEWAY EXISTING CONCRETE (E) WROUGHT IRON GATE GRASS SL O P E 5% SL O P E 5% (E) BLOCK WALL LA N D S C A P E SLO P E 2% SLO P E 2% SLOPE 2% 7' - 4 " 23'-9" 10 ' - 1 0 " GRASS 926 SQ. FT. (E) WATER HEATER SL O P E 5% 19 ' - 9 " 11'-6" 5'-0" 37 ' - 1 1 / 2 " 16 ' - 7 " POINSETTIA ST N (N) SUB-PANEL (E) GAS METER (E) AC CONDENSER 2 STORY ADUDECK (N) MAIN ELECTRIC PANEL (N) TANKLESS W/H WORKING SPACE CLEARANCE. 30"X36" SL O P E 5% EXISTING GARAGE 4'-0" SITE PLAN A0-51 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 0 2.5'5'10'20' SCALE: 1"=10' 0 2.5'5'10'20' SCALE: 1"=10' SITE PLAN - EXISTING 1SITE PLAN - PROPOSED 2 1 1 02-04-2025 PLAN CHECK CORR. SL O P E 1/ 4 " / F T 23'-3" 18'-3"5'-0" 3' - 6 " 17 ' - 1 0 1 / 2 " 14 ' - 4 1 / 2 " 1 3 1 MAX STEP HEIGHT 7 3/4" 3' - 0 " 2'-0"3'-0" 3' - 6 " 16'-3" GARAGE 8 0 CLG. (FROM F.FL.) CONCRETE STORAGE 8 0 CLG. DEMO WALL/ OPENING DEMO WALL/ OPENING SLAB INTERFACE NOTES CONCRETE SLAB PER STRUCTURAL DRAWINGS CONCRETE CURB PER STRUCTURAL DRAWINGS CONCRETE STOOP NOTES: THIS DRAWING IS FOR ARCHITECTURAL DIMENSIONAL PURPOSES ONLY. REFER TO STRUCTURAL & TENSION DRAWINGS FOR PRECISE DIMENSIONS, CURB WIDTHS, GARAGE-SLAB SLOPES, UNIT / GARAGE SLAB STEP, FOOTINGS, STRUCTURAL DETAILS, HARDWARE AND ALL STRUCTURAL REQUIREMENTS. 1 2 3 SLAB EDGE & DEMO PLAN A1-01SCALE : =SLAB EDGE PLAN 1/4"11'-0" Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SCALE : =DEMO PLAN 1/4"21'-0" GARAGE 8 0 CLG. (FROM F.FL.) CONCRETE 3446 CS 2646 FX TEMP 2'-6 3/4" 1' - 3 " 1' - 3 " 1' - 3 " 5030 CS XOX 30 3 0 C S UP 15R 35 ' - 9 1 / 2 " 3' - 6 " 14 ' - 4 1 / 2 " 23'-3" 18'-3" KITCHEN 8 0 CLG. DINING 8 0 CLG. BATH 8 0 CLG. LIVING 8 0 CLG. 266 8 2'-8"2'-1 1/2" A 1 2 3 B C D NEW MAIN PANEL NEW TANKLESS W/H NEW AC CONDENSER 1 AD-02 4 AD-02 1 2 3 4 8 25'-0" 18'-0"7'-0" 3'-6"35 ' - 9 1 / 2 " 17 ' - 5 " 10 ' - 8 " 5'-0" 8'-9 1/2"9'-5 1/2" 4'-1"1'-11 1/2"4'-6"2'-7" 1' - 1 1 1 / 2 " 7' - 2 " 6' - 9 " 3' - 0 " 2'-10"3'-0" 1 A1-06 2 2 A1-04 A1-04 11 A1-04A1-04 5 6 7 GROSS SF 'PLAN 1' 1ST FLOOR 398 SQ. FT. 2ND FLOOR 281 SQ. FT. DECK 72 SQ. FT. 2626 CS AT 7' HDR BEDROOM VAULT CLG. DN 15R DECK17 ' - 1 0 1 / 2 " 23'-3" 18'-3"5'-0" 26 2 6 C S AT 7 ' H D R 30 3 0 C S 70 6 8 S L G D T E M P 2626 CS AT 7' HDR 2626 CS AT 7' HDR 2626 CS AT 7' HDR 26 2 6 C S AT 7 ' H D R 26 2 6 C S AT 7 ' H D R 4 E E E E E E E B 4 AD-02 1 A1-06 2 2 A1-04 A1-04 11 A1-04A1-04 5'-8 1/2" 6' - 5 1 / 2 " 4' - 1 1 / 2 " 1' - 1 1 1 / 2 " 3'-0"4'-1"4'-1"4'-1" 1' - 1 1 1 / 2 " 3' - 1 0 " 3' - 1 0 " 11 ' - 5 " KEYNOTES SINGLE SINK WITH GARBAGE DISPOSAL 24" GAS SLIDE-IN w/ LIGHT AND FAN REFRIGERATOR SPACE (PROVIDE RECESSED COLD WATER BIB AND SHUT-OFF FOR ICE-MAKER ) W/ PRE-PLUMB REVERSE OSMOSIS TUB W/ 6'-4" CER. TILE SURROUND O/ 'HARDI-BACKER' BOARD OR APPROVED EQ. AND THERMOSTATIC MIXING VALVES. WASHER SPACE : PROVIDE RECESSED WATER AND DRAIN CONNECTIONS. (RECESSED BOX IN GARAGE FIREWALL SHALL BE METAL) SMITTY PAN W/ DRAIN @ 2ND FLOOR DRYER SPACE : PROVIDE SMOOTH METAL DRYER VENT DUCT TO OUTSIDE WITH BACKDRAFT DAMPER PER CMC SEC. 504.4, SEC 502.2.1, SEC 504.4.2, AND SEC 504.4.2.1. 4" DIA 14' MAX. LENGTH WITH 2 ELBOWS MAX. PROVIDE RECESSED DRYER VENT BOX - VERIFY LOCATION AND TYPE OF RECESS WITH BUILDER AND ENGINEERS. (DRYER TO OCCUR AT RIGHT SIDE OF WASHER, TYP.) 1/2" GYP. BOARD @ WALLS & CEILING AT USABLE SPACE UNDER STAIRS PER THE CRC SEPARATION REQUIRED - PER CRC R302.6 THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC BY NOT LESS THAN 1/2" GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8" TYPE "X" GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR-CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 1/2" GYPSUM BOARD OR EQUIVALENT. ATTACHMENT OF GYPSUM BOARD SHALL COMPLY WITH TABLE 702.3.5 NOTES 1.REFER TO INTERIOR ELEVATIONS FOR KITCHEN, BATH AND SERVICE ROOM FINISHES. 2.ALL GLAZING SHALL COMPLY WITH THE CALIFORNIA RESIDENTIAL CODE AND LOCAL ORDINANCES. REFER TO THE ENERGY CODE COMPLIANCE REPORT FOR 'U'-VALUE OF ALL GLAZING. 3.REFER TO GENERAL NOTE SHEETS FOR THE GENERAL CONSTRUCTION METHODS AND CONDITIONS. 4.ALL EXTERIOR DOORS OF CONDITIONED SPACES SHALL BE FULLY WEATHER STRIPPED. 5.CEILING AND SOFFIT HEIGHTS INDICATED ON PLANS ARE NOMINAL DIMENSIONS. CEILING HEIGHTS NOTED AS 7'-0" WILL HAVE A ROUGH FRAMED HEIGHT OF 7'-1". 7'-0" CLEAR FINISHED OPENING IS REQUIRED PER THE CALIFORNIA RESIDENTIAL CODE 6.EMERGENCY AND ESCAPE RESCUE OPENINGS SHALL HAVE A NET CLEAR OPENING OF NOT LESS THAN 5.7 SQ. FT. THE NET CLEAR HEIGHT OPENING SHALL BE NOT LESS THAN 24 INCHES AND THE NET CLEAR WIDTH SHALL BE NOT LESS THAN 20 INCHES. IT SHALL HAVE THE BOTTOM OF THE CLEAR OPENING NOT GREATER THAN 44 INCHES MEASURED FROM THE FLOOR. 7.VENTING SYSTEMS SHALL TERMINATE AT LEAST (4) FEET FROM A PROPERTY LINE PER THE CMC. BUILDING DEPARTMENT NOTES: 1. THE STREET ADDRESS SHALL BE POSTED ON THE BUILDING IN SUCH A POSITION TO BE PLAINLY LEGIBLE FROM STREET FRONTING THE PROPERTY. MUST BE ILLUMINATED. 2.SEE ENERGY CODE COMPLIANCE REPORT FOR INSULATION VALUES. 3. EXCEPT WHERE OTHERWISE NOTED IN THE CRC ALL FOAM PLASTIC OR FOAM PLASTIC CORES IN MANUFACTURED ASSEMBLIES USED IN BUILDING CONSTRUCTION SHALL HAVE A FLAME-SPREAD RATING OF NOT MORE THAN 75 AND SHALL HAVE A SMOKE-DEVELOPED RATING OF NOT MORE THAN 450 WHEN TESTED IN THE MAXIMUM THICKNESS INTENDED FOR USE IN ACCORDANCE WITH ASTM E 84. 2X4 STUDS AT 16" o.c. U.N.O. 2X6 STUDS AT 16" o.c. U.N.O. INTERIOR SOFFIT 1 HOUR RATED WALL 4.IN AREAS WHERE EXPANSIVE OR COLLAPSIBLE SOILS ARE KNOWN TO EXIST, ALL DWELLINGS SHALL HAVE A CONTROLLED METHOD OF WATER DRAINAGE FROM THE ROOFS TO GROUND SURFACE. AT LEAST 5 FEET FROM FOUNDATION WALLS TO AN APPROVED DRAINAGE SYSTEM PER THE CRC . 5.FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM BACKERS OR FIBER-REINFORCED GYPSUM BACKERS IN COMPLIANCE WITH ASTM C 1288, C 1325, C 1178 OR C 1278, RESPECTIVELY, AND INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS SHALL BE USED AS BACKERS FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL PANELS IN SHOWER AREAS. PER THE CRC. 6.A 10 MIL POLYETHYLENE OR APPROVED VAPOR RETARDER WITH JOINTS LAPPED NOT LESS THAN 6 INCHES SHALL BE PLACED BETWEEN THE CONCRETE FLOOR SLAB AND THE PREPARED SUBGRADE PER CRC R506.2.3. WHEN A VAPOR RETARDER IS REQUIRED, A CAPILLARY BREAK SHOULD BE INSTALLED PER CGBSC 4.505.2.1. 1 2 3 4 5 6 7 8 FLOOR PLANS A1-02SCALE : =FLOOR PLAN - FIRST FLOOR 1/4 11'-0" Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SCALE : =FLOOR PLAN - SECOND FLOOR 1/4 21'-0" WINDOW SCHEDULE:U-FACTOR: 0.3 SHGC: 0.23 A NEW 5'3'CASEMENT WHITE XOX W H TYPE FINISH DOOR SCHEDULE: 1 NEW 3'6'-8"SOLID CORE NEW 2-6"6'-8"SOLID CORE NEW 11'6'-8"MULTI-SLIDER NEW 7'6'-8"SLIDING DOOR W H TYPE 2 3 4 B NEW 3'3'CASEMENT WHITE C NEW 3'-4"4'-6"CASEMENT WHITE D NEW 2'-6"4'-6"FIX WHITE TEMPERED E NEW 2'-6"2'-6"CASEMENT WHITE 1 1 02-04-2025 PLAN CHECK CORR. 1 GARAGE 8 0 CLG. (FROM F.FL.) CONCRETE +48"+48" S F.G. GFCI BELOW FOR COOKTOP +80" GFCI FOR HOOD, RANGE HOOD 160 CFM FOR ELECTRIC RANGE AND 280 CFM FOR GAS RANGE KITCHEN HOOD, 3 SONE MAX FOR ELECTRIC COOKTOP SvsSS VP WP S CW CW F.G. HW FOR ELEC CLOTHES DRYER WP S S 3 CL 6'-6"6'-6" CL 6' - 0 " S C WP S 220V WP FOR MICROWAVE 3' - 6 " 3'-0" OUTLET FOR TV CL S 3 CL S CLCL 3' - 0 " 3' - 0 " WP WP S S OUTLET FOR TV UTILITY PLAN A1-03SCALE : =UTILITY PLAN - FIRST FLOOR 1/4 11'-0" Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description UTILITY LEGEND SWITCH ON VACANCY SENSOR SWITCH ON DIMMER VP VAPOR PROOF FIXTURE WP WEATHERPROOF FIXTURE OR OUTLET K KEYLESS LIGHT FIXTURE 110 OUTLET 110 OUTLET WITH USB 1/2 HOT DUPLEX QUAD PLEX 220 DUPLEX GFCI DUPLEX (GFCI & AFCI DUPLEX AT KITCHEN AND LAUNDRY) GFCI DUPLEX (GFCI & AFCI 1/2 HOT DUPLEX AT KITCHEN) 220 DISCONNECT SWITCH SWITCH (3-WAY) SWITCH (4-WAY) JUNCTION BOX (SHALL BE CONTROLLED BY DIMMER, VACANCY SENSOR, OR FAN SPEED CONTROL IF NO FIXTURE INSTALLED) HIGH EFFICACY CEILING MOUNTED LIGHT HIGH EFFICACY RECESSED CAN LIGHT HIGH EFFICACY PENDANT LIGHT HIGH EFFICACY WALL MOUNTED LIGHT HIGH EFFICACY UNDER CABINET FIXTURE ADDRESS LIGHT - HIGH EFFICACY SURFACE MOUNTED FIXTURE HIGH EFFICACY TRACK LIGHT HIGH EFFICACY EYEBALL LIGHT THERMOSTAT PUSHBUTTON CHIMES OPTIONAL SECURITY 110V SMOKE DETECTOR TO SOUND ALARM AUDIBLE IN ALL SLEEPING AREAS BE HARDWIRED WITH BATTERY BACKUP AND INTERCONNECTED CARBON MONOXIDE DETECTOR INTERCONNECTED COMBINATION CARBON MONOXIDE/SMOKE DETECTOR TO SOUND ALARM AUDIBLE IN ALL SLEEPING AREAS. HARDWIRE WITH BATTERY BACKUP AND INTERCONNECTED EXHAUST FAN 50 CFM MIN WITH HUMIDISTAT. COMBINATION OF EXHAUST FAN & HIGH EFFICACY LIGHT WHOLE BUILDING VENTILATION FAN CEILING FAN TELEPHONE OUTLET W/ "CATEGORY V" WIRE TV OUTLET W/ RG-6 COAXIAL CABLE "CATEGORY V" WIRE W/ RG-6 COAXIAL CABLE FUEL GAS FIREPLACE KEY (LOOSE) ELECTRICAL PANEL. MIN. SIZE 3-WIRE, 100-AMP PANEL. VERIFY SIZE & LOCATION ELECTRIC VEHICLE SERVICE EQUIPMENT HOSEBIB WITH NON-REMOVABLE BACKFLOW PREVENTION DEVICE RECESSED STUB-OUT FOR ICE-MAKER FS FIRE SPRINKLER RISER UTILITY NOTES 1.FUEL BURNING EQUIPMENT SHALL BE EQUIPPED WITH AN APPROVED AUTOMATIC MEANS WHICH WILL SHUT OFF FUEL SUPPLY TO EQUIPMENT IN THE EVENT OF IGNITION OR FLAME FAILURE PER CMC AND CPC. 2.GAS PIPING EXTENDING THROUGH FOUNDATION WALL SHALL BE SLEEVED AND HAVE ITS OPENING SEALED ON OUTSIDE PER CPC 1211.0. 3.ALL RECEPTACLES THAT SERVE THE COUNTER AREA SHALL BE AFCI & GFCI PROTECTED IN KITCHEN AND LAUNDRY AREAS PER CEC 210.52 (C) & 210.12 (A). 4.IN ALL AREAS SPECIFIED IN CEC 210.52, ALL 125-VOLT, 15 AND 20 AMP RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT RECEPTACLES PER CEC 406.12 (A). EXCEPTIONS: 1. RECEPTACLES LOCATED MORE THAN 1.7 M (5'-6") ABOVE THE FLOOR 2. RECEPTACLES THAT ARE PART OF A LUMINAIRE OR APPLIANCE. 3. SINGLE RECEPTACLE OR A DUPLEX RECEPTACLE OR TWO APPLIANCES LOCATED WITHIN A DEDICATED SPACE FOR EACH APPLIANCE THAT, IN NORMAL USE, IS NOT EASILY MOVED FROM ONE PLACE TO ANOTHER AND THAT IS CORD AND PLUG CONNECTED. 5.PROVIDE TWO OR MORE 20-AMP SMALL-APPLIANCE BRANCH CIRCUITS FOR ALL RECEPTACLE OUTLETS SPECIFIED BY CEC 210.52 (B) PER CEC 210.11 (C)(1). PROVIDE A DEDICATED 20-AMP BRANCH CIRCUIT TO SUPPLY THE LAUNDRY RECEPTACLE PER CEC 201.11 (C)(2). BATHROOM BRANCH CIRCUITS - AT LEAST ONE 20-AMP BRANCH CIRCUIT SHALL BE PROVIDED TO SUPPLY BATHROOM RECEPTACLE OUTLETS. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS PER CEC 210.11(C)(3). 6.ALL 120-VOLT, SINGLE-PHASE, 15 AND 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS INSTALLED IN DWELLING UNIT KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY LISTED ARC-FAULT CIRCUIT INTERRUPTER (AFCI), COMBINATION TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT PER CEC 210.12 (A)(1). 7.PROVIDE A GROUNDING ELECTRODE SYSTEM PER CEC 250.50 - 20 FEET BARE COPPER #4 CONCRETE ENCASED UFER. 8.PROVIDE MECHANICAL VENTILATION AND APPLICABLE CONTROLS IN ALL ROOMS CONTAINING BATHING FIXTURES PER CRC R303.3 EXCEPTION AND CMC CHAPTER 4. 9.USE CAT-5 FOR STANDARD TELEPHONE WIRING 10.ALL RECESSED CAN LIGHTS SHALL BE AIRTIGHT AND IC RATED AND MEET JA8-2016/JA-2016-E REQUIREMENTS PER CALIFORNIA ENERGY CODE SECTION 150.0(K)(C). 11.PROVIDE UV RESISTANT COVERING AT AC CONDENSER FOR SUCTION LINE INSULATION AT EXPOSED EXTERIOR LOCATIONS. 12.KITCHEN HOOD FAN SHALL HAVE A MIN. AIR FLOW OF 110 CFM AND BE EXHAUSTED TO THE OUTDOORS. 13.GENERAL PROVISIONS. IN EVERY KITCHEN, FAMILY ROOM, DINING ROOM, LIVING ROOM, PARLOR, LIBRARY, DEN, SUNROOM, BEDROOM, RECREATION ROOM, OR SIMILAR ROOM, OR AREA OF DWELLING UNITS, RECEPTACLE OUTLETS SHALL BE INSTALLED IN ACCORDANCE WITH THE GENERAL PROVISIONS SPECIFIED IN THE FOLLOWING ARTICLES. SPACING CEC 210.52(A)(1), WALL SPACE CEC 210.52(A)(2) & FLOOR RECEPTACLES CEC 210.52(A)(3). 14.COUNTERTOPS: IN KITCHEN & DINING ROOMS OF DWELLING UNITS, RECEPTACLE OUTLETS SHALL BE INSTALLED IN ACCORDANCE WITH THE CEC. NO MORE THAN (5) DUPLEX RECEPTACLE OUTLETS SERVING THE REQUIRED COUNTERTOP RECEPTACLES SHALL BE INSTALLED ON ANY SMALL APPLIANCE BRANCH CIRCUIT PER THE CEC. 15.PROVIDE 1 FOOT CANDLE ON EVERY STAIR TREAD AND LANDING PER THE CRC R303.7. 16.THE FOLLOWING FASTENED-IN-PLACE APPLIANCES ARE REQUIRED TO HAVE A SEPARATE MINIMUM 20-AMPERE CIRCUIT: DISHWASHER, TRASH COMPACTOR, MICROWAVE OVEN, AND HYDRO-MASSAGE BATHTUB. THE CLOTHES WASHER CIRCUIT MAY SERVE ONE (1) ADDITIONAL OUTLET IN THE LAUNDRY AREA PER CEC 210.11 (C). 17.IN THE KITCHEN, PANTRY, BREAKFAST ROOM, DINING ROOM, OR SIMILAR AREA OF A DWELLING UNIT, THE TWO OR MORE 20-AMPERE SMALL-APPLIANCE BRANCH CIRCUITS REQUIRED BY 210.11(B) SHALL SERVE ALL WALL AND FLOOR RECEPTACLE OUTLETS COVERED BY 210.52(A), ALL COUNTERTOP OUTLETS COVERED BY 210.52(C), AND RECEPTACLE OUTLETS FOR REFRIGERATION EQUIPMENT PER CEC 210.52(B)(1). 18.THE MAXIMUM NUMBER OF OUTLETS ON A 20-AMPERE , 125-VOLT CIRCUIT USED EITHER EXCLUSIVELY FOR RECEPTACLES OR EXCLUSIVELY FOR LIGHTING FIXTURES OR FOR ANY COMBINATION OF RECEPTACLES AND LIGHTING FIXTURES SHALL BE 12 PER CEC210.20 (B)(2) AND TABLE 210.21(B)(2). 19.OUTLET BOXES OR OUTLET BOX SYSTEMS USED AS THE SOLE SUPPORT OF A CEILING-SUSPENDED (PADDLE) FAN SHALL BE LISTED, SHALL BE MARKED BY THEIR MANUFACTURER AS SUITABLE FOR THIS PURPOSE, AND SHALL NOT SUPPORT CEILING-SUSPENDED (PADDLE) FANS THAT WEIGH MORE THAN 32KG (70 LB). FOR OUTLET BOXES OR OUTLET BOX SYSTEMS DESIGNED TO SUPPORT CEILING-SUSPENDED (PADDLE) FANS THAT WEIGH MORE THAN 16 KG (35 LB), THE REQUIRED MARKING SHALL INCLUDE THE MAXIMUM WEIGHT TO BE SUPPORTED PER CEC 314.27(C). 20.ALL LUMINAIRES (FIXTURES) INSTALLED IN DAMP LOCATIONS SHALL BE MARKED, "SUITABLE FOR WET LOCATIONS" OR "SUITABLE FOR DAMP LOCATIONS" PER CEC 410.10(A). 21.FOR ALL EMPTY J-BOXES MORE THAN 5' ABOVE THE FLOOR: EMPTY J-BOXES WITH UNINSTALLED FIXTURES SHALL NOT EXCEED TOTAL NUMBER OF BEDROOMS, AND SHALL BE ON A VACANCY SENSOR, DIMMER, OR FAN SPEED CONTROL PER CALIFORNIA ENERGY CODE SECTION 150.0(K)1.B. 22.ALL INDOOR AND OUTDOOR LIGHTING TO BE HIGH EFFICACY PER CALIFORNIA ENERGY CODE SECTION 150.0(K)1.A. 23.ALL BELOW CABINET LIGHTING TO BE SWITCHED SEPARATELY PER CALIFORNIA ENERGY CODE SECTION 150.0(K)2.L. 24.WHOLE BUILDING VENTILATION FAN SIZE AND DUCTED PER ASHRAE 62.2-2007. 1 SONE MAX. SEE CF-1R & MF-1R FOR ADDITIONAL INFO. (FAN IS SWITCHED SEPARATELY FROM THE LIGHTING. PROVIDE LABEL NEXT TO SWITCH STATING THE FAN CONTROL SHOULD BE ON AT ALL TIMES WHEN THE BUILDING IS OCCUPIED, UNLESS THERE IS SEVERE OUTDOOR AIR CONTAMINATION.) 25.SMOKE ALARMS SHALL COMPLY WITH NFPA 72 AND CRC R314. SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 217. COMBINATION SMOKE AND CARBON MONOXIDE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 217 AND UL 2034 AND COMPLY WITH CRC 315.4. 26.CARBON MONOXIDE ALARMS SHALL COMPLY WITH CRC R315. CARBON MONOXIDE SHALL BE LISTED IN ACCORDANCE WITH UL 2034. 27.OUTDOOR LIGHTING MUST BE CONTROLLED BY AN ON/OFF SWITCH AND: - PHOTOCELL AND MOTION SENSOR OR -PHOTO-CONTROL AND AUTOMATIC TIME SWITCH OR -ASTRONOMICAL TIME CLOCK OR -AN ENERGY MANAGEMENT CONTROL SYSTEM (EMCS) PER CALIFORNIA ENERGY CODE SECTION 150.0(k)3.A. 28.ELECTRIC VEHICLE CHARGING STATION TO COMPLY WITH CEC ARTICLE 625. OUTLET(S) INSTALLED FOR THE PURPOSE OF CHARGING ELECTRIC VEHICLES ARE REQUIRED TO BE SUPPLIED BY A SEPARATE BRANCH CIRCUIT WITH NO OTHER OUTLETS. 29.FLUORESCENT LIGHT FIXTURES SHALL BE CONTROLLED BY PIN-BASED BALLAST OR GU-24 SOCKET. 30.ELEC SUB PANEL - 100A: PER CALGREEN SECTION 4.106.4.1.1 PROVIDE 40A DEDICATED CIRCUIT LABELED EV CAPABLE 31.ADU ELEC SUB PANEL - 100A - DIDICATED CIRCUITS INCLUDE THE FOLLOWING: 31.1 TANKLESS WATER HEATER - 125V 20A 31.2 ELECTRIC COOK TOP - 240V 50A 31.3 ELECTRIC CLOTHES DRYER - 240V 30A 32.ESS READY INTERCONNECTION WITH A MINIMUM BACKED-UP CAPACITY OF 60A AND A MINIMUM OF (4) ESS-SUPPLIED BRANCH CIRCUITS TO INCLUDE THE REFRIGERATOR, ONE LIGHTING CIRCUIT LOCATED NEAR PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. SSSSSSSSS SS 3 SSSSSSS SSS 4 SSSSSS J T P.B. S C S C TV F.G. ELEC H.B. CW EVSE USB SVS SD ALL RECESSED LIGHTING AND LED LIGHTING SHALL MEET THE REQUIREMENTS OF JA8-2022 PER CALIFORNIA ENERGY CODE SECTION 150.0(K)1.C. ALL JA8-2022 COMPLIANT LUMINARIES TO BE ON VACANCY SENSORS OR DIMMERS, UNLESS IN HALLWAYS OR CLOSETS LESS THAN 70 SQ. FT. PER CALIFORNIA ENERGY CODE SECTION 150.0(K)2.K. LIGHTING CONTROLS: SCALE : =UTILITY PLAN - SECOND FLOOR 1/4 21'-0" 1 02-04-2025 PLAN CHECK CORR. 1 1 8' - 1 " 8' - 1 " F.FL. T.O.PL. T.O.PL. F.FL. 3' - 6 " BEDROOM BATHKITCHENDINING 6' - 8 " HEADER HT. 4 AD-02 TYPICAL EXTERIOR WALL SYSTEM: R-15 2X4 OR 2X6 STUDS AT 16" O.C. (PER PLAN) WITH 1/2" DRYWALL OVER. 4CONCRETE SLAB AND FOUNDATION, SEE STRUCTURAL DRAWINGS 3 12 TYPICAL ROOF SYSTEM: ROOF TILE PER ROOF PLANS. INSTALLATION OVER TYPE 30 FELT UNDERLAYMENT OVER 15/32" O.S.B. W/ RADIANT BARRIER ATTACHED TO UNDERSIDE OVER ENGINEERED ROOF TRUSSES. R-30 INSULATION 19 ' - 8 3 / 4 " BUILDING HEIGHT 6 8' - 1 " 9' - 0 " F.FL. T.O.PL. T.O.PL. F.FL. 1 AD-02 8' - 1 " T.O.C. T.O.PL. KITCHEN LIVING BEDROOM 5 GARAGE R-15 R-30 INSULATION SECTION KEYNOTES ROOFING - ASHPHALT SHINGLE ROOF FRAMING BY OTHERS - REFER TO STRUCTURAL DRAWINGS. FLOOR FRAMING BY OTHERS - REFER TO STRUCTURAL DRAWINGS. CONCRETE SLAB ON GRADE - REFER TO STRUCTURAL DRAWINGS. SEPARATION PER CBC 406.3.4, ITEM 1: THE PRIVATE GARAGE SHALL BE SEPARATED FROM THE DWELLING UNIT AND ITS ATTIC AREA BY A MEANS OF A MINIMUM 1/2" GYP. BD. APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8" TYPE 'X' GYP. BD. OR EQUIVALENT. GUARDRAIL - MIN. +42" MIN. ABOVE ADJACENT WALKING SURFACE. GENERAL SECTION NOTES 1.STRUCTURAL MEMBERS SHOWN IN ARCHITECTURAL SECTIONS ARE DIAGRAMATIC IN NATURE AND SHOULD NOT BE RELIED UPON AS AN ACTUAL REPRESENTATION OF STRUCTURAL MEMBERS. REFER TO STRUCTURAL DRAWINGS FOR SPECIFIC LOCATIONS AND SIZES OF STRUCTURAL MEMBERS. 1 2 3 4 5 6 BUILDING SECTION A1-04SCALE : =BUILDING SECTION 1/4"11'-0" Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SCALE : =BUILDING SECTION 1/4"21'-0" 1 1 1 02-04-2025 PLAN CHECK CORR. 7' - 0 " HE A D E R H T . 8' - 1 " 8' - 1 " T.O.PL. F.FL. T.O.PL. F.FL. 3' - 6 " 7 AD-03 6 AD-03 3 AD-04 4 7 6 3 5 1 2 T.O.PL. F.FL. T.O.PL. F.FL. 8' - 1 " 8' - 1 " 3' - 6 " 6' - 8 " HEADER HT. 19 ' - 8 3 / 4 " BUILDING HEIGHT 10 AD-03 10 AD-03 12 AD-03 AT DECK 1 AD-04 9 AD-03 2 AD-04 T.O.PL. F.FL. T.O.PL. F.FL. 8' - 1 " 8' - 1 " 3' - 6 " 10 AD-02 7 AD-02 10 AD-01 11 AD-01 6 AD-03 4 AD-03 7' - 0 " HE A D E R H T . T.O.PL. F.FL. T.O.PL. F.FL. 8' - 1 " 8' - 1 " LEF T E L E V A T I O N 2: 1 2 2: 1 2 2:12 2:12 HIP HIP HIP HIP VA L L E Y VA L L E Y R. 2:12 2:12 5 AD-01 RATED 2 AD-01 EAVE 1 AD-03 RAKE 4 AD-01 9 AD-01 3 AD-01 1 AD-01 EAVE 8 AD-01 UNVENTED 1 AD-01 ROOF MATERIAL: ASPHALT FIBERGLASS ROOF SHINGLES - BY 'CERTIANTEED' ICC-ES ESR 1389 OR EQUAL. INSTALL PER MANUFACTURERS INSTRUCTION, VERIFY W/ COLOR SCHEME FASCIA/BARGE (BARGE): 2X8 WOOD FASICA AND BARGE BOARD PREPRIMED. EXTERIOR WALL: 3-COAT EXTERIOR PLASTER SYSTEM MINIMUM 7/8" THICK OVER (2) LAYERS GRADE 'D' MINIMUM BUILDING PAPER. INSTALL PER MANUF INSTRUCTIONS. EXTERIOR WALL: VERITCAL SIDING FIBER CEMENT CEDAR GRAIN (SMOOTH) FINISH OVER (2) LAYERS GRADE 'D' MINIMUM BUILDING PAPER. INSTALL PER MANUF INSTRUCTIONS. TRIM: WINDOWS AND DOORS - 1"X1" EPS FOAM TRIM AT SILL WITH EXTERIOR PLASTER OVER. RAILING: GUARDRAIL REFER TO SHOP DRAWINGS BY OTHERS METAL CANOPY ELEVATION NOTES 1.ALL VERTICAL DIMENSIONS SHOWN ARE FROM THE INTERIOR CONCRETE FLOOR SLAB AT THE FIRST FLOOR OR TOP OF SHEATHING AT THE UPPER FLOORS FLOOR. 2.REFER TO DETAILS FOR MINIMUM WINDOW, DOOR AND WALL VENT MOISTURE BARRIER INSTALLATION REQUIREMENTS. 3.PROVIDE (2) LAYERS OF MIN. GRADE "D" BUILDING PAPER AT WOOD SHEATHED WALLS RECEIVING EXTERIOR PLASTER. 4.ALL HORIZONTAL SURFACES WILL RECEIVE BUILDING PAPER OVER SELF ADHERING, SELF SEALING FLASHING WEATHER BOARD LAPPED 6" MINIMUM WITH BUILDING PAPER PRIOR TO THE APPLICATION OF WIRE LATH AND PLASTER. 5.ALL STUD WALLS & CEILINGS EXTENDING INTO A SOFFIT WILL BE PREBOARDED WITH GYP-BD PRIOR TO SOFFIT INSTALLATION. 6.DUCT TERMINATIONS TO OCCUR PER APPLIANCE MANUFACTURERS REQUIREMENTS VERIFY DISTANCE FROM WINDOW OR DOOR OPENINGS INTO DWELLING UNIT. ROOF PLAN NOTES 1.AT "CALIFORNIA" DOUBLE FRAMING AREAS PROVIDE OPENING INTO THE MAIN ATTIC SPACE FOR ADEQUATE VENTILATION. IF DOUBLE FRAME AREA HAS MORE THAN 30" HEADROOM PROVIDE A 22"X30" ACCESS THROUGH THE MAIN ROOF SHEATHING. VERIFY OPENINGS IN ROOF SHEATHING WITH STRUCTURAL ENGINEER. 2.ALL BOX COLUMNS AND 'POP-OUTS' SHALL REMAIN OPEN AT TOP PLATE LINE TO ALLOW FOR VENTILATION. 3.NO ROOF PENETRATIONS (I.E. ATTIC VENTS, CHIMNEYS, PLUMBING OR DRYER VENTS, ETC.) TO OCCUR W/IN 1'-6" OF VALLEY, HIPS OR RIDGES. 4.FOR TYPICAL ROOF VENT, ROOF TO WALL DIVERTER AND SADDLE FLASHING/CRICKET SEE DETAILS: 5.RADIANT BARRIER: WHEN REQUIRED BY ENERGY COMPLIANCE RADIANT BARRIER ROOF SHEATHING SHALL OCCUR AT ALL SURFACES EXPOSED TO THE ATTIC INLCUDING ALL VERTICAL SURFACES, GABLE ENDS AND TRUSS HEELS. 1 2 3 4 5 6 7 BUILDING ELEVATIONS A1-05SCALE : =FRONT ELEVATION 1/4"11'-0" SCALE : =LEFT ELEVATION 1/4"21'-0" Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SCALE : =REAR ELEVATION 1/4"31'-0" SCALE : =RIGHT ELEVATION 1/4"41'-0" SCALE : =ROOF PLAN 1/8"51'-0" ASPHALT SHINGLE CLASS 'A' ROOF, CRRC: 0668-0055 REF: 0.26 EMI: 0.02 SRI: 0.28 B -- B -- FIRST FLOOR A -- A -- 1 18 AD-04 5'-10" 2 3 4 5 6 7 8 10 ' - 8 " SECTION A 8' - 1 " T.O.PL. 6' - 8 " MI N . C L E A R A N C E BEDROOM LIVING 3' - 6 " 3' - 0 " TYP. 4 AD-04 TYP. 7 AD-04 8' - 1 " F.FL. T.O.PL. F.FL. SECTION B AD-04 5 F.FL. 8' - 1 " T.O.PL. F.FL. 8' - 1 " T.O.PL. 2 9 AD-04 SECOND FLOOR 9 B -- B -- A -- A -- 3'-0" 10 11 12 13 1415 STAIR PLAN KEYNOTES 1.STAIR TREADS AND RISERS SHALL BE DETAILED AS FOLLOWS: A.THE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR TREAD DEPTH SHALL NOT EXCEED 0.375" IN ANY FLIGHT OF STAIR. (CBC 1009.3.2) B.RISERS SHALL BE VERTICAL OR SLOPED A MAX. 30 DEGREES FROM THE VERTICAL. (CBC 1009.3.3) C.LEADING EDGE OF TREAD SHALL NOT PROJECT MORE THAN 1.25" BEYOND TREAD BELOW. (CBC 1009.3.3) D.OPENING BETWEEN TREADS SHALL NOT PERMIT THE PASSAGE OF A 4" DIAMETER SPHERE. (CBC 1009.3.3) 2.STAIRWAY LANDINGS SHALL BE DETAILED AS FOLLOWS: (CBC 1009.4) A.LANDING AT STAIRWAY SHALL HAVE A MIN. LENGTH MEASURED IN THE DIRECTION OF TRAVEL EQUAL TO THE WIDTH OF THE STAIRWAY. B.FLOOR OR LANDING SHALL BE AT TOP AND BOTTOM OF EACH STAIRWAY. (LANDING IS NOT REQUIRED AT THE TOP OF AN INTERIOR FLIGHT OF STAIR, INCLUDING STAIR IN AN ENCLOSED GARAGE, PROVIDED DOOR DOES NOT SWING OVER THE STAIR.) C.DOORS OPENING ONTO A LANDING SHALL NOT REDUCE THE LANDING TO 1/2 THE REQUIRED WIDTH. D.MAX. 7.75" PROJECTION OF FULLY OPENED DOOR ONTO A LANDING. 3.THE WALKING SURFACE OF TREADS AND LANDINGS SHALL NOT BE SLOPED STEEPER THAN 2% (1:48) IN ANY DIRECTION. (CBC 1009.5.1) 4.A FLIGHT OF STAIR SHALL HAVE A MAX. 12' VERTICAL RISE BETWEEN FLOOR LEVELS OR LANDINGS. (CBC 1009.6) 5.HANDRAILS SHALL BE DETAILED AS FOLLOWS: A.HANDRAIL SHALL BE CONTINUOUS WITHOUT INTERRUPTION (EXCEPT BY NEWEL POST). (CBC 1012.4) B.HANDRAILS WITHIN A DWELLING UNIT THAT IS NOT REQUIRED TO BE ACCESSIBLE NEED EXTEND ONLY FROM TOP RISER TO THE BOTTOM RISER. (CBC 1012.6 EXCEPTION 1) C.MIN. 1.5" CLEAR SPACE BETWEEN HANDRAIL AND WALL. (CBC 1012.6) D.HANDRAILS SHALL BE CONTINUOUS THE FULL LENGTH OF THE FLIGHT FROM THE TOP RISER TO THE LOWEST RISER. E.HANDRAILS SHALL NOT PROJECT MORE THAN 4.5 INCHES ON EITHER SIDE OF THE STAIRWAY. 6.GUARDS SHALL BE DETAILED AS FOLLOWS: A.GUARDS SHALL BE LOCATED ALONG OPEN-SIDED WALKING SURFACES, STAIRWAYS, RAMPS AND LANDINGS THAT ARE MORE THAN 30" ABOVE THE FLOOR OR GRADE BELOW. (CBC 1013.1) B.GUARD WHOSE TOP RAIL DOES NOT SERVE AS A HANDRAIL SHALL HAVE A HEIGHT OF 42" HIGH ABOVE THE LEADING EDGE OF THE TREAD. (CBC 1013.2) C.GUARD WHOSE TOP RAIL SERVES AS A HANDRAIL SHALL HAVE A HEIGHT OF 34" TO 38" HIGH ABOVE THE LEADING EDGE OF THE TREAD. (CBC 1013.2) D.OPEN GUARD SHALL NOT PERMIT 4 DIAMETER SPHERE TO PASS THROUGH ANY OPENING. (CBC 1013.3) E.TRIANGULAR OPENING FORMED BY TREAD, STAIR AND BOTTOM RAIL SHALL NOT PERMIT 6" DIAMETER SPHERE TO PASS THROUGH. (CBC 1013.3) 7.PROVIDE MIN. 1 FOOT-CANDLE OF STAIRWAY ILLUMINATION AT TREAD RUNS. (CBC 1205.4) 8.MINIMUM STAIR WIDTH SHALL NOT BE LESS THAN 36 INCHES. 9.MINIMUM CLEAR HEADROOM ABOVE NOSE OF STAIR TREADS SHALL BE 6'-8". 10.STAIR RISERS SHALL HAVE A MAXIMUM RISE OF 7.75 INCHES AND MINIMUM RUN (TREAD) OF 10 INCHES AND SHALL BE PROVIDED WITH MIN. 0.75 INCHES TO MAX 1.25 INCH NOSING PROJECTION WHEN THE TREAD DEPTH IS LESS THAN 11 INCHES. HANDRAIL AT +36" ABOVE NOSING OF STAIR. OPEN RAIL +36" ABOVE STAIR NOSING. +42" @ GUARDRAIL 1 2 STAIR PLAN GENERAL NOTES 1 STAIR SECTIONS A1-06 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description SCALE : =STAIR FLOOR PLANS 3/8"11'-0" SCALE : =STAIR SECTION 3/8"A1'-0"SCALE : =STAIR SECTION 3/8"B1'-0" 3 2 17 8 9 4 12 11 10 COMP. TILE - EAVE AND RAKE AT SIDING EDGE DRIP METAL 2x FASCIA BOARD. SEE ELEV. 2x BLOCKING STARTER BOARD SEE ROOF PLAN W.R.B. SHEATHING MAY OCCUR FRAMING PER STRUCTURAL TRUSS HEEL MAY VARY SEE ROOF PLAN/ ELEVATIONS ROOF SHEATHING PER STRUCTURAL ROOF UNDERLAYMENT LAP OVER EAVE RISER SEE ROOF PLAN W.R.B. SHEATHING MAY OCCUR FRAMING PER STRUCTURAL PROVIDE 2X4 CRIPPLERS @ 24" O.C. FOR LATH SUPPORT AT RAKE ENDS OR GABLE END TRUSS 2X4 FLAT AT 24" O.C. RETURN (2) TRUSS BAYS 2X BARGE BOARD SEE ELEV. STARTER BOARD ROOF UNDERLAYMENT LAP DOWN BARGE BOARD 1" ROOF SHEATHING PER STRUCTURAL EDGE METAL EAVE RISER W/ WEEP HOLES PER ROOF TILE MFGR. COMPOSITION ROOF SHINGLES COMPOSITION ROOF SHINGLES EDGE DRIP METAL 2x FASCIA BOARD. SEE ELEV. 2x BLOCKING STARTER BOARD SEE ROOF PLAN W.R.B. SHEATHING MAY OCCUR FRAMING PER STRUCTURAL 3-COAT STUCCO SYSTEM O/ W.R.B. TRUSS HEEL MAY VARY SEE ROOF PLAN/ ELEVATIONS ROOF SHEATHING PER STRUCTURAL ROOF UNDERLAYMENT LAP OVER EAVE RISER EAVE RISER W/ WEEP HOLES PER ROOF TILE MFGR. COMPOSITION ROOF SHINGLES COMP. TILE - EAVE AT STUCCO LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. EDGE DRIP METAL 2x FASCIA BOARD. SEE ELEV. 2x BLOCKING STARTER BOARD SEE ROOF PLAN W.R.B. SHEATHING MAY OCCUR FRAMING PER STRUCTURAL 3-COAT STUCCO SYSTEM O/ W.R.B. TRUSS HEEL MAY VARY SEE ROOF PLAN/ ELEVATIONS ROOF SHEATHING PER STRUCTURAL ROOF UNDERLAYMENT LAP OVER EAVE RISER EAVE RISER W/ WEEP HOLES PER ROOF TILE MFGR. COMPOSITION ROOF SHINGLES 1 LAYER OF 5/8" TYPE 'X' GYP BOARD AT 1 HR CONDITION COMP. TILE - RATED EAVE AT STUCCO 5 COMPOSITION ROOF ROOF SHT'G PER STRUCTURAL DRAWINGS ROOF FRAMING SEE STRUCTURAL DWGS. NOTE: REFER TO ROOFING MFR. SPECIFICATIONS FOR INSTALLATION OF COMPOSITE SHINGLES RIDGE CAP (2) LAYERS BUILDING PAPER COMP. TILE - HIP / RIDGE ROOF SHT'G PER STRUCTURAL DRAWINGS COMP. SHINGLE VALLEY 26 GA. GALV. MTL. VALLEY FLASH'G-INSTALL PER ROOFING MAUNF RECOMMENDATIONS 30# 'ROOFERS SELECT' 36" WIDE FLASHING UNDERLAYMENT RUN CONT. & CENTERED ON LENGTH OF VALLEY. (RUN PARALLEL BELOW VALLEY PAN) NOTE: NO PENETRATIONS TO OCCUR THRU FLASHING PAN.ROOF SHT'G & 18" M I N MIN. CLASS "A" COMP. ROOF SHINGLES INSTALL PER MANUF. REQ. NOTE: REFER TO ROOFING MFR. SPECIFICATIONS FOR INSTALLATION OF COMPOSITE SHINGLES (2) LAYERS 'ROOFERS SELECT' MIN. 15# ROOF FELT - LAP 12" MIN. OVER MTL. VALLEY FLASHING FRAMING PER PLAN COMP. TILE SADDLE 2" 3" 5" LAP A L L AROU N D M I N . 8" FLA S H I N G P A N 26 GA. GALV. MTL. PAN PAINT TO MATCH ROOFING 3-COAT STUCCO SYSTEM BATTENS PER TILE MFGR. 30# ROOF FELT MANUF. CONC. 'S' ROOF TILE 30# MIN. ROOF FELT UNDERLAYMENT ROOF SHEATHING & FRAMING PER PLAN 2X RIPPED NAILER PROVIDE 3" PER FOOT SLOPE ALONG WALL LINE ROOF SHEATHING AIR-IMPERMIABLE INSULATION (ICC - ESR 2847) APPLIED IN DIRECT CONTACT WITH THE UNDERSIDE OF THE STRUCTURAL ROOF SHEATHING CONCRETE FLAT ROOF TILE INSTALL PER MFGR. UNVENTED ROOF ASSEMBLY 2 17 8 9 5 4 12 11 10 NOTES NOTES: 1.VERIFY WINDOW INSTALLATION WITH WINDOW MANUFACTURER'S WRITTEN INSTRUCTIONS. PROVIDE FIELD MOCKUP OF WINDOW INSTALLATION FOR APPROVAL BY OWNER. 2.VERIFY ROUGH OPENING SIZE WITH WINDOW MANUFACTURER. 3.ROUGH OPENING SHALL BE SQUARE, PLUMB, AND LEVEL. WINDOW SILL TO BE SET UPON LEVEL FRAMING SILL WITH CONTINUOUS SUPPORT. 4.SUBSTRATES SHALL BE CLEAN, DRY, PRIMED AS REQUIRED, AND UNIFORM/SMOOTH PRIOR TO FLASHING APPLICATION. 5.FIELD VERIFY ALL DIMENSIONS PRIOR TO CUTTING AND INSTALLING FLASHING COMPONENTS. VERIFY MANUFACTURER REQUIREMENTS. 6.PROVIDE MINIMUM 12" SOLID WOOD BACKING OR SHEATHING AT ALL SIDES OF OPENING TO SECURE FLASHING. 7.ADHERE SELF ADHERED FLASHING TO CLEAN DUST FREE BACKING TYPICAL. 8.USE CHEMICALLY COMPATIBLE PRIMERS, W.R.B., AND SEALANT WITH THE ADHESIVE SIDE OF THE SELF-ADHERED FLASHING REQUIRED BY MANUFACTURER. 9.NAILS TO BE NO MORE THAN 16" ON CENTER OR AS REQUIRED BY MANUFACTURER. NO NAILS SHALL BE BENT OVER THE NAILING FIN TO SECURE WINDOW. W.R.B. GSM FLASHING BOND BREAKER WEATHER RESISTIVE BARRIER (W.R.B.), TWO-PLY "WEATHER TEX" BY FORTIFIBER BUILDING SYSTEMS GROUP OR APPROVED EQUAL. SUPER JUMBO TEX 60 MINUTE BUILDING PAPER OVER WEATHERSMART HOUSE WRAP. STUCCO ACCESSORIES SHALL BE CEMCO "WATER MANAGEMENT SERIES", 25 GA. MATERIAL WITH A G-90 GALVANIZED COATING OR ARCHITECT APPROVED EQUAL. GSM FLASHING METAL SHALL BE SHOP FABRICATED USING A MINIMUM 26 GA. G-90 GALVANIZED SHEET METAL WITH SOLDERED JOINTS (U.N.O.), UNLESS NOTED OTHERWISE. POLYETHYLENE TAPE TO BE USED AS BOND BREAKER, REQUIRED BETWEEN ACRYLIC PLASTER AND PAINT FINISHES AND ALL WEEPING SOLID LEG FLASHING. TAPE SHOULD RUN FROM THE SOLID VERTICAL LEG TO 1/8" FROM FRONT EDGE. ANY APPLIED FINISH THAT CREATES A BOND BETWEEN THE PLASTER AND METAL SHALL BE BROKEN WITH UTILITY KNIFE AND SHALL BE MAINTAINED AS SUCH. SELF ADHESIVE FLASHING MEMBRANE OR APPROVED EQUAL. SELF ADHESIVE, SEALING FLASHING (S.A.F.) 12" WIDE (U.N.O.) 25 MIL (U.N.O.). INSTALL PER MANUFACTURER'S INSTRUCTIONS. NAIL ON FLASHING OR APPROVED EQUAL. MULTI-LAYERED COMPOSITE POLYPROPYLENE FLASHING 12" WIDE (U.N.O.). CORNER FLASHING OR APPROVED EQUAL. SEALANT APPROVED EQUAL. S.A.F. N.O.F. SEALANT CORNER FLASHING 2" M I N . STUCCO WEEP SCREED SLOPE 8" M I N . SHEATHING MAY OCCUR PROVIDE A CONTINUOUS FLUSH SUBSTRATE FURR OUT WALL PLANE ADJACENT TO SHEAR PANELS TO EQUAL THICKNESS 2X P.T.D.F. SILL PLATE (3X MAY OCCUR SEE STRUCT. PLANS) CONTINUOUS NON HARDENING VINYL CAULK (3) BEADS OR 1" WIDE STRIP HARDSCAPE MAY OCCUR INTERIOR FINISH FINISH GRADE FRAMING PER STRUCTURAL WEEP SCREED 26 GA. GALV. MTL. W/ 3 1/2" HIGH NAILING FLANGE 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. W.R.B. O/ 9" WIDE S.A.F. O/ WEEP SCREED 4" M I N . SLOPE 8" M I N . SHEATHING MAY OCCUR PROVIDE A CONTINUOUS FLUSH SUBSTRATE FURR OUT WALL PLANE ADJACENT TO SHEAR PANELS TO EQUAL THICKNESS 2X P.T.D.F. SILL PLATE (3X MAY OCCUR SEE STRUCT. PLANS) CONTINUOUS NON HARDENING VINYL CAULK (3) BEADS OR 1" WIDE STRIP HARDSCAPE MAY OCCUR INTERIOR FINISH FINISH GRADE FRAMING PER STRUCTURAL SIDING WEEP SCREED VE R I F Y W/ M A N U F A C T U R E R SLOPE HARDSCAPE MAY OCCUR FINISH GRADE FIBER CEMENT SIDING O/ W.R.B. INSTALL PER MFR. DETAILS No.Date Description AD-01 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 14 RESILIENT CHANNELS ONE LAYER OF 5/8" TYPE 'X' GYPSUM BOARD EACH SIDE 2X WOOD STUDS 16" O.C. WALL INSULATION WHERE REQUIRED GYPSUM WALLBOARD RESILENT CHANNESL, MINERAL OR GLASS FIBER INSULATION WOOD STUDS RESILIENT CHANNEL 16" O.C. ATTACHED AT RIGHT ANGLES TO ONE SIDE OF 2X4 WOOD STUDS 24" O.C. WITH 1 1 4" TYPE S DRYWALL SCREWS, ONE LAYER 5 8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO CHANNELS WITH 1" TYPE S DRYWALL SCREWS 8" O.C. WITH VERTICAL JOINTS LOCATED MIDWAY BETWEEN STUDS 3" MINERAL OR GLASS FIBER INSULATION IN STUD SPACE. OPPOSITE SIDE ONE LAYER 5 8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLE TO STUDS WITH 6d CEMENT COATED NAILS, 1 7 8" LONG, 0.0915" SHANK, 15 64" HEADS, 7" O.C. VERTICAL JOINTS STAGGERED 24" ON OPPOSITE SIDES. (LOAD-BEARING) THICKNESS:5 3 8" APPROX. WEIGHT:7 PSF FIRE TEST:BASED ON UL R3660-7 11-12-87; UL R2717-61, 8-18-87; UL DESIGN U311 SOUND TEST:NRCC TL-93-098, IRC-IR-761, 3/98 GA FILE NO WP 3242 STC RATING 50-54 SOUND SHEATHING PER STRUCTURAL PLAN WHERE OCCURS 1-HR RATED WALL - INTERIOR1-HR RATED WALL - EXTERIOR ONE LAYER OF 5/8" TYPE 'X' GYPSUM BOARD 2X WOOD STUDS 16" O.C. EXTERIOR CEMENT PLASTER O/ METAL LATH O/ WATER RESISTIVE BARRIER EXTERIOR SHEATHING WHERE OCCURS WALL INSULATION PER T-24 REQIREMENTS INTERIOR SIDE EXTERIOR SIDE GA FILE NO WP 8105 GYPSUM WALLBOARD, GYPSUM SHEATHING, WOOD STUDS EXTERIOR SIDE: ONE LAYER 48" WIDE 5 8" TYPE X GYPSUM SHEATHING APPLIED PARALLET TO 2X4 WOOD STUDS 24" O.C. WITH 1 3 4" GALVANIZED ROOFING NAILS 4" O.C. AT VERTICAL JOINTS AND 7" O.C. AT INTERMEDIATE STUDS AND TOP AND BOTTOM PLATES. JOINTS OF GYPSUM SHEATHING MAY BE LEFT UTREATED. EXTERIOR CLADDING TO BE ATTACHED THROUGH SHEATHING TO STUDS. INTERIOR SIDE: ONE LAYER 5 8" TYPE X GYPSUM WALLBOARD, WATER-RESISTANT GYPSUM BACKING BOARD, OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO STUDS WITH 6d COATED NAILS 1 7 8" LONG, 0.0915" SHANK, 1 4" HEADS 7" O.C. (LOAD-BEARDING) THICKNESS:VARIES APPROX. WEIGHT:7 PSF FIRE TEST:SEE WP 3510 UL R3501-47, -48, 9-17-65, UL DESIGN U309; UL R1319-129, 7-22-70, UL DESIGN U314 710 1'- 0 " MIN DEPTH OF FRAMING SILL BIB S.A.F. 12" WIDE. INSTALL FLUSH WITH R.O. SILL, EXTEND MIN 12" BEYOND EACH JAMB OF THE R.O., STAPLE ALONG TOP EDGE ONLY JAMB S.A.F. 12" WIDE. INSTALL FLUSH WITH R.O. JAMB, EXTEND 11 1/2" ABOVE R.O. HEAD AND 11" BELOW R.O. SILL. STAPLE ALONG JAMB EDGE ONLY WINDOW SETTING SEALANT APPLY 1/2" BEAD OF SEALANT TO MOUNTING SIDE OF WINDOW FLANGE BEFORE SETTING WINDOW, OOZE OUT FROM BEHIND WINDOW SHOULD OCCUR UPON SETTING WINDOW SILL PAN S.A.F. 12" WIDE O/WINDOW SILL AND SILL BIB S.A.F. ROLL ENTIRE SURFACE WITH J-ROLLER 1 3 4 5 6 10 W.R.B. SLIPPED UNDER SILL BIB S.A.F., APPLY REMAINING W.R.B. IN WEATHERBOARD FASHION OVER AND UNDER W.R.B. SILL 9*8* GSM HEAD FLASHING CAP W/ CLOSED ENDS (SOLDER SEAMS) S.A.F. * 12" WIDE OVER FLASHING SCREED SOLID BACKING ALL FOUR SIDES OF OPENING SHALL EXTEND 1" MINIMUM BEYOND THE EXTENT OF ALL APPLIED WINDOW FLASHINGS BUTTERED SEALANT IMMEDIATELY AFTER SECURING WINDOW IN THE OPENING, APPLY ADDITIONAL SEALANT TO THE FRONT SURFACE OF THE WINDOW NAILING FLANGE. TOOL SEALANT AND OOZE OUT (STEP 5) TO A FULL KNOCK DOWN BEAD THAT COVERS THE COMPLETE FLANGE AND 1" MINIMUM OF THE SURROUNDING MATERIAL 7 HEAD FLANGE S.A.F. 12" WIDE. INSTALL BOTTOM EDGE TO LAP WINDOW HEAD FLANGE, EXTEND 1" BEYOND JAMB S.A.F.. ADHERE TO WINDOW HEAD FLANGE WINDO W STAPLED ALONG JAMB EDGE UNDER WINDOW FIN WIDTH O F ROUG H O P E N I N G WINDO W ROUG H O P E N I N G 11 " 11 1 / 2 " WIN D O W R O U G H O P E N I N G WINDO W R O U G H O P E N I N G P L U S 2 6 " WIDTH O F D R I P F L A S H I N G PLUS 6 " WIN D O W OPENI N G 18" MI N I M U M . 13" BE Y O N D R . O . * STEPS 8 AND 9 ARE NOT REQUIRED IF THE WINDOW IS PROTECTED BY A MIN. 30" DEEP EAVE OR SOFFIT THAT IS WITHIN 24" OF THE WINDOW HEAD. THE EAVE OR SOFFIT SHALL EXTEND 30" EACH SIDE OF WINDOW. 2 CORNER FLASHING SET IN SEALANT PER MFGR. TRIM EXCESS MATERIAL FLUSH WITH INSIDE FACE OF WINDOW SILL 4"4" WINDOW FLASHING 3 SHEATHING MAY OCCUR HEADER PER STRUCTURAL FRAMING PER STRUCTURAL INTERIOR FINISH FRAMING PER STRUCTURAL INTERIOR FINISH 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. SHEATHING MAY OCCUR LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED CORNER FLASHING (BELOW) APPLIED FOAM TRIM MAY OCCUR SEE EXTERIOR ELEVATIONS LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. FOR ADDITIONAL INFORMATION SEE DETAILS 3 - FACTORY FINISHED WINDOW SET FACTORY FINISHED WINDOW SET GALVANIZED SHEET METAL HEAD FLASHING CAP W/ SOLDERED CLOSED ENDS W/ BOND BREAKER FACTORY FINISHED WINDOW SET CORNER FLASHING (BEYOND) HEAD JAMB SILL SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED FRAMING PER STRUCTURAL INTERIOR FINISH W.R.B. TO COVER S.A.F. 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. SHEATHING MAY OCCUR SL 2 : 12 1/ 2 " WINDOW AT STUCCO SHEATHING MAY OCCUR HEADER PER STRUCTURAL FRAMING PER STRUCTURAL INTERIOR FINISH FRAMING PER STRUCTURAL INTERIOR FINISH SHEATHING MAY OCCUR SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED CORNER FLASHING (BELOW) LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW FOR ADDITIONAL INFORMATION SEE DETAILS 3 - FACTORY FINISHED WINDOW SET FACTORY FINISHED WINDOW SET GALVANIZED SHEET METAL HEAD FLASHING CAP W/ SOLDERED CLOSED ENDS W/ BOND BREAKER HEAD JAMB WINDOW AT SIDING LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. LOW EXPANSION FOAM ALL FOUR SIDES OF WINDOW FACTORY FINISHED WINDOW SET PER DETAIL 4 - CORNER FLASHING (BEYOND) SILL SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED FRAMING PER STRUCTURAL INTERIOR FINISH SL 2 : 12 FIBER-CEMENT LAP SIDING SEALANT TRIM FIBER-CEMENT SEE EXTERIOR ELEVATIONS SHEATHING MAY OCCUR SILL BIB S.A.F. O/ W.R.B. FIBER-CEMENT LAP SIDING DETAILS No.Date Description AD-02 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 4 710 DOOR FLASHING PAN INSTALLATION GSM HEAD FLASHING CAP - INSTALL FLASHING SCREED AS REQUIRED BY DETAIL. EXTEND THE SCREED 2" PAST THE ROUGH OPENING AT BOTH ENDS. SET SCREED ONTO HEAD PLASTER MOULD WITH SEALANT. NOT REQUIRED IF THE DOOR IS PROTECTED BY A MINIMUM 30" DEEP EAVE OR SOFFIT THAT IS WITHIN 24" OF THE DOOR HEAD, THE EAVE OR SOFFIT SHALL EXTEND 30" EACH SIDE OF DOOR. STEP W.R.B. - APPLY W.R.B. IN WEATHERBOARD FASHION AROUND THE INSTALLED DOOR. 2 STEP 6A FLASHING CORROSION RESISTANT PAN - INSTALL ALONG BOTTOM OF OPENING, SET IN SEALANT AND FASTEN THROUGH THE VERTICAL LEGS ONLY TO THE ROUGH FRAMING JAMBS. WEEP S.A.F. - ADHERE 9" WIDE S.A.F. OVER CEMCO #3 FLASHING SCREED. EXTEND THE S.A.F. 2" PAST THE CEMCO #3 FLASHING SCREED AT BOTH ENDS; S.A.F. REQUIRED WITH CEMCO #3. 1STEP 6B STEP STEP 7 "L" METAL - INSTALL AT DECK TO WALL TRANSITION, PROVIDE SOLID BACKING AT VERTICAL LEGS AND INSTALL WITH A MINIMUM 4" LAP BETWEEN PIECES. ALL JOINTS SOLDERED. 3STEP PLACE DOOR FRAME - PLACE THE DOOR FRAME IN THE ROUGH OPENING. PLUMB, SQUARE, AND SHIM THE DOOR, THEN FASTEN THE DOOR FRAME TO THE JAMB STUDS. STEP 4 JAMB S.A.F. - ATTACH A STRIP OF S.A.F. ALONG EACH SIDE OF JAMB, ADHERING TO THE ROUGH FRAMING AND DOOR FRAME JAMB. ALIGN EDGE OF S.A.F. TO INSIDE OF DOOR FRAME JAMB . THE S.A.F. SHALL OVERLAP THE "L" METAL AND PAN FLASHING AND EXTEND 12" ABOVE THE HEAD ROUGH OPENING. PRIME SUBSTRATE AS REQUIRED BY S.A.F. MANUF. STEP 5 HEAD S.A.F. - ADHERE S.A.F. ABOVE THE ROUGH OPENING. EXTEND THE S.A.F. 13" PAST THE ROUGH OPENING AT EACH END. ALIGN THE BOTTOM EDGE OF THE S.A.F. WITH THE BOTTOM OF THE DOOR FRAME HEAD. STEP 5A PLASTER MOULD. - APPLY PLASTER MOULD TO DOOR FRAME ON CONTINUOUS SEALANT. PLASTER MOULD SHALL ALIGN WITH INSIDE EDGE OF DOOR FRAME. PLASTER MOULD SHALL BE BACK PRIMED. ROU G H O P E N I N G W I D T H GSM HEAD FLASHING CAP - SET FLASHING SCREED IN SEALANT TO PLASTER MOULD HEAD. STEP JAMB S.A.F STEP 4 2" 6A 6BSTEP WEEP S.A.F. - ADHERE O/ CEMCO #3 FLASHING SCREED. 2" ROUG H O P E N I N G W I D T H P L U S 2 6 " 2" STEP PLASTER MOULD - APPLY PLASTER MOULD TO DOOR FRAME ON CONTINUOUS SEALANT. 5A SECTION AA ROUG H O P E N I N G W I D T H P L U S 8 " STEP PLACE DOOR FRAME3 STEP HEAD S.A.F.5 4" 4 2 - - A B - 11 - 7" 2" 4" LAP TYP 4" 4" LAP TYP VE R I F Y STEP STEP STEP 5 - B A 12 " ROUGH OPENING WIDTH PLUS 26" HEAD S.A.F. ADHERED JAMB S.A.F. FLASHING PAN ATTACH FLASHING PAN AT VERTICAL SIDES ONLY ROUGH OPENING WIDTH F.F. 11 - 13" STEP 3 PLACE DOOR FRANE COOR D I N A T E WITH T H R E S H O L D 4" LA P 4" PAN FLASHING* - SOLDER ALL JOINTS. WHEN "L" FLASHING HAS LESS THAN A 2" VERTICAL RISE BETWEEN THE DECK AND PAN, CONSTRUCT PAN AND "L" FLASHING AS INTEGRAL ONE PIECE. COORDINATE PAN DEPTH AND LIP HEIGHT WITH EACH SPECIFIC THRESHOLD, FABRICATE PAN TO MAXIMIZE DEPTH YET ELIMINATE THRESHOLD ANCHOR PENETRATIONS THROUGH THE PAN. 4" 4" 1 / 8 " M I N LIP 4"ROU G H O P E N I N G 2" SECTION BB VE R I F Y 1 STEP "L" FLASHING* 2 STEP * USE STAINLESS STEEL "L" AND PAN FLASHING AT CONCRETE SLAB OR DECK. COAT GSM "L" AND PAN FLASHING WITH PROTECTIVE MEMBRANE AT WOOD DECKS PER DETAIL 1DOOR AT STUCCO SHEATHING MAY OCCUR 2x SOLID BACKING REQUIRED AT S.A.F. WHEN SHEATHING NOT PROVIDED DOOR AND FRAME HEAD JAMB FOR ADDITIONAL INFORMATION SEE DETAILS 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. PERIMETER GASKET JAMB S.A.F. EXTEND DOWN O/ PAN FLASHING & L FLASHING 1 - PLASTER MOULD O/ SEALANT O/ S.A.F. O/ DOOR FRAME JAMB VERIFY FRAME WIDTH WITH WALL REQ'MT. FRAMING PER STRUCTURAL DOOR SHIM LOW EXPANSION FOAM APPLY WITHIN SHIM CAVITY INTERIOR FINISH SHEATHING MAY OCCUR HEADER PER STRUCTURAL 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. W.R.B. O/ 9" WIDE WEEP S.A.F. O/ HEAD FLASHING CAP O/ DOOR HEAD S.A.F. 2x SOLID BACKING REQUIRED AT S.A.F. WHEN SHEATHING NOT PROVIDED DOOR AND FRAME GSM HEAD FLASHING CAP, WHEN REQUIRED BY DETAIL 3 THIS SHEET SET IN SEALANT OVER PLASTER MOULD PERIMETER GASKET INTERIOR FINISH FRAMING PER STRUCTURAL BOND BREAKER PLASTER MOULD O/ SEALANT O/ S.A.F. O/ DOOR HEAD W/ BEAD OF SEALANT AT HEAD AND MOULD 4 WATERPROOF MEMBRANE OVER AND UNDER THRESHOLD PAN FLASHING HARDSCAPE BELOW SCREED CORROSION RESISTANT THRESHOLD FLASHING PAN ISOLATE DISSIMILAR METALS & METAL TO CONCRETE. LANDING SLOPE 1/4" = 1'-0" MAX 10 - 7 3 4" MA X THRESHOLD INSTALL PER MANUF. DOOR BOTTOM "PEMKO" 34SD OR EQ. DOOR THRESHOLD 6 DOOR AT SIDING SHEATHING MAY OCCUR 2x SOLID BACKING REQUIRED AT S.A.F. WHEN SHEATHING NOT PROVIDED DOOR AND FRAME HEAD JAMB FOR ADDITIONAL INFORMATION SEE DETAILS PERIMETER GASKET JAMB S.A.F. EXTEND DOWN O/ PAN FLASHING & L FLASHING 1 - VERIFY FRAME WIDTH WITH WALL REQ'MT. FRAMING PER STRUCTURAL DOOR SHIM LOW EXPANSION FOAM APPLY WITHIN SHIM CAVITY INTERIOR FINISH SHEATHING MAY OCCUR HEADER PER STRUCTURAL W.R.B. O/ 9" WIDE WEEP S.A.F. O/ HEAD FLASHING CAP O/ DOOR HEAD S.A.F. 2x SOLID BACKING REQUIRED AT S.A.F. WHEN SHEATHING NOT PROVIDED DOOR AND FRAME GSM HEAD FLASHING CAP, WHEN REQUIRED BY DETAIL 3 THIS SHEET SET IN SEALANT OVER PLASTER MOULD PERIMETER GASKET INTERIOR FINISH FRAMING PER STRUCTURAL BOND BREAKER PLASTER MOULD O/ SEALANT O/ S.A.F. O/ DOOR HEAD W/ BEAD OF SEALANT AT HEAD AND MOULD LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. SL. GL. DR. HEAD JAMB FOR ADDITIONAL INFORMATION SEE DETAILS 1 - S.A.F. O/ WINDOW FLANGE SEE S.A.F. O/ HEAD FLASHING CAP W.R.B. GALVANIZED SHEET METAL FLASHING CAP W/ SOLDERED CLOSED ENDS W/ BOND BREAKER. FACTORY FINISHED SLIDING GLASS DOOR SHEATHING MAY OCCUR SOLID BACKING REQUIRED WHEN SHEATHING NOT PROVIDED 4 A-D3.0 HEADER PER STRUCTURAL INTERIOR FINISH FRAMING PER STRUCTURAL LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. JAMB S.A.F. INTERIOR FINISH FRAMING PER STRUCTURAL SLIDING GLASS DOOR JAMB S.A.F. EXTEND DOWN O/ PAN FLASHING & L FLASHING LAP SIDING O/ W.R.B. O/ S.A.F. INSTALL PER MFR. 7 3 / 4 " M A X SL. GL. DR. THRESHOLD SLIDING GLASS DOOR THRESHOLD WATERPROOF MEMBRANE OVER AND UNDER THRESHOLD PAN FLASHING HARDSCAPE BELOW SCREED LANDING SLOPE THRESHOLD PAN FLASHING SEE STEP 2 DETAIL 2 FACTORY FINISHED SLIDING GLASS DOOR CORROSION RESISTANT THRESHOLD FLASHING PAN ISOLATE DISSIMILAR METALS & METAL TO CONCRETE. 2 - 9SL. GL. DR. THRESHOLD AT DECK 4" WATERPROOF DECK COATING W/ ELASTOMERIC BASE, INSTALL PER MFGR. INSTRUCTIONS LANDING SLOPE 1/4" = 1'-0" MAX S.A.F EXTEND O/ W.R.B. BELOW PLYWOOD SHEATHING SEE STRUCTURAL DRAWINGS PRE-TREAMENT O/BASE COAT O/ 'L' FLASHING CORROSION RESISTANT 'L' FLASHING 4" APPLY JOINT SEALANT SLIDING GLASS DOOR THRESHOLD WATERPROOF MEMBRANE OVER AND UNDER THRESHOLD PAN FLASHING THRESHOLD PAN FLASHING SEE STEP 2 FACTORY FINISHED SLIDING GLASS DOOR CORROSION RESISTANT THRESHOLD FLASHING PAN 2 - 12 DETAILS No.Date Description AD-03 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description 1/4" : FT. MIN. SLOPE PLI-DEK DECKING OR EQUAL INSTALL PER MFGR. INSTRUCTIONS ICC-ES-ESR-2097 REINFORCED MESH PER MANUF. INSTRUCTIONS GUARDRAIL 4" MIN 2- 1 / 2 " M I N EDGE STOP / DRIP CORROSION RESISTANT DRIP STUCCO STOP 3-COAT STUCCO SYSTEM O/ W.R.B. DECK EDGE 1 2 DECK FINISH 4" SPHERE UNABLE TO PASS THROUGH, TYP. 1-1/2"X1-1/2" 14 GA. STEEL TUBE AT TOP 1/2" WIRE AT 4 12" O.C. 1-1/2"X1-1/2" 14 GA. STEEL TUBE 3' - 6 " 2"x10" GALVANIZED STEEL TUBE, WELD TO 1/2"x8" STEEL PLATE AT WALL PROVIDE WELDED CAP AT END OF TUBE STEEL STEEL WALL BRACKET W/ 1/4" THICK NEOPRENE GASKET BEHIND STEEL SADDLE BRACKET W/ 1-1/2" DIA. GALVANIZED STEEL SUPPORT 1" DIA. GALVANIZED STEEL ROD 1-1/2" DIA. GALVANIZED STEEL SUPPORT 3-COAT STUCCO SYSTEM O/ METAL LATH O/ W.R.B. 1/4" THICK NEOPRENE GASKET CANOPY 3 NOTCH STRINGER AT SILL PLATE AND SECURE WITH FRAMING ANCHORS (PER STRUCT.). VERIFY ALL CONNECTIONS WITH STRUCTURAL DRAWINGS. ALL WOOD IN DIRECT CONTACT WITH CONCRETE TO BE PRESSURE TREATED OR SEPARATED AS ALLOWED BY CODE. 2x14" STRINGER 3/4" PLYWOOD RISERS LINE OF CARPET 1-1/8" PLYWOOD TREADS GLUED & SCREWED 3/4" 7. 7 5 " M A X . EQ U A L RI S E R S 10" MIN. EQ. TREADS AT NON-RATED CONST. PROVIDE (1) LAYER 1/2" GYP. BD. UNDER STAIR AT USEABLE SPACE. 4 6' - 8 " M I N . H E A D C L R . 3/4" 3/4" 1-1/8" PLYWOOD TREAD GLUED & SCREWED AT NON-RATED CONST. PROVIDE (1) LAYER 1/2" GYP. BD. UNDER STAIR AT USEABLE SPACE. CONNECTOR (PER STRUCT.) INT. WOOD STAIR @ SLAB INT. WOOD STAIR @ FLOOR 5 1-1/8" PLYWOOD TREADS GLUED & SCREWED 2x14" STRINGERS LINE OF CARPET WHERE OCCURS LANDING FRAMING (PER STRUCT.) 10" MIN. EQUAL TREADS SEE PLAN 3/4" 7. 7 5 " M A X . EQ . R I S E R S SE E P L A N CONNECTOR (PER STRUCT.) PROVIDE (1) LAYER 1/2" GYP BD. UNDER STAIR AT USEABLE SPACE. 7INT. WOOD STAIR @ LANDING / FLOOR 42 " A T G U A R D R A I L BALLUSTERS AT 4 3/4" O.C. MAX 2X FRAMING WOOD MOULD 1" SQUARE GYP. BD. EACH SIDE 1/2" GYP. BD. 2X12 STRINGERS SPACE UNDER STAIRS AT 16" O.C. AT ENCLOSED USEABLE RAIL TO WITHSTAND APPLIED LOADS PER CODE REQIREMENTS 36 " A T H A N D R A I L A T S T A I R HANDRAIL/GUARDRAIL 9 1-1/2" MAX. 3 2 9 / 3 2 " 36 " A B O V E S T A I R N O S I N G 1-1/2" SQUARE STAINLESS STEEL HANDRAIL WITH SMOOTH SURFACE AND NO SHARP CORNERS RAIL SUPPORT AT EACH VERTICAL SUPPORT NOTE: HANDRAIL TO WITHSTAND APPLIED LOADS PER CODE REQUIREMENTS 8HANDRAIL 10 12 DETAILS No.Date Description AD-04 Client Project No:24-0501 PHONE NO. NAOMI GRANGE 2411 POINSETTIA ST. SANTA ANA, CA 92706 714-931-6089 JWAIM DESIGN 714-494-6810 jwaimdesign@gmail.com CCOPYRIGHT It is the clients responsibility prior to or during construction to notify the architect in writing of any perceived errors or omissions in the plans and specifications of which a contractor thoroughly knowledgeable with the building codes and methods of construction should reasonably be aware. Written instructions addressing such perceived errors or omissions shall be received from the architect prior to the client or clients subcontractors proceeding with the work. The client will be responsible for any defects in construction if these procedures are not followed. DE T A C H E D A D U 24 1 3 N . P O I N S E T T I A S T . SA N T A A N A , C A 9 2 7 0 6 No.Date Description Job#R24-0921 2-Story ADU Addition Design Criteria: 1-Code: CALIFORNIA BLDG CODE 2022 2-Wind: 95 MPH, Exposure: C 3- SITE CLASS D - code default, SEISMIC DESIGN CATEGORY D 4- ꞏ Douglas Fir Larch with Max 19% Moisture Content prior to installation of finish Materials. ꞏ 4x Members use No.2 or better ꞏ 6x, 8x members use No.1 or better ꞏ Studs, plates and blocking stud grade or better ꞏ 2x joists and rafters No.2 or better ꞏ Mud sills pressure treated utility grade or betterꞏ 5-Ultimate strength concrete: 2500 PSI (min) 6-Soils Min. Bearing Pressure: 1500 psf per CBC 2022. CH.18. Per approval of Bldg Dept. Soils and Geology: Soils Report by: N/A Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. (909) 569-1886 | info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 STRUCTURAL CALCULATIONS for WORK at: 2413 Poinsettia St. N Santa Ana, CA 92706 01/30/2025 1 Design Loads Component Weight (psf) aulted Roof Load Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 R-19 Batt Insulation 2.00 Gyp. Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2 Dead Load = 15.00 (psf) Roof Live Load = 20.00 (psf) Snow Load =0.00 (psf) Exterior Wood Frame Walls: Stucco 7.00 Plywood Sheathing - 1/2" 1.50 2x Studs @ 16" o.c. 1.50 R-19 Batt Insulation 2.00 Gyp Board 3.00 Dead Load = 15.00 (psf) Interior Wood Frame Walls: 2x Studs @16" O.C. 1.50 Miscellaneuous 2.50 Gyp Board x2 6.00 Dead Load = 10.00 (psf) Interior Wood Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 40.00 (psf) Deck Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 60.00 (psf) Snow Load =0.00 (psf) 2 JOIST ANALYSIS Name LOAD Span, ft Type Size Tribtuary Width, ft QD QLr QL QS COMB. Moment, lb-ft Moment Stress, psi Incising, Ci Allowable Bending Stress, psi DCR Shear, lbs Shear Stress, psi Allowable Shear Stress, psi DCR Total Limit Transien t Limit RR Roof (vaulted) 10.00 DF-L No. 2 2x10 1.33 15 20 0 0 D+Lr 582 326 1423 0.23 233 25 225.00 0.112 0.066 0.667 0.038 0.500 DJ Deck/Balcony 5.00 DF-L No. 2 2x10 1.33 15 0 60 0 D+L 312 175 1139 0.15 249 27 180.00 0.150 0.009 0.250 0.007 0.167 FJ Floor 9.25 DF-L No. 2 2x12 1.33 15 0 40 0 D+L 782 297 1035 0.29 338 30 180.00 0.167 0.042 0.463 0.031 0.308 Delfection, in.psf 3 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Vaulted Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.722: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 78.69 psi= = 1,453.77psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.350 : 1 0.000 ft= = 1,050.08psi Maximum Deflection 0 <360 666 Ratio =0 <240 Max Downward Transient Deflection 0.036 in 1646Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.090 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.596 0.289 0.90 1.300 1.001.00 1.00 0.92 625.1 1,048.6 0.60 162.01.00 46.81.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.634 0.307 1.00 1.300 1.001.00 1.00 1.09 738.1 1,164.5 0.71 180.01.00 55.31.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.722 0.350 1.25 1.300 1.001.00 1.00 1.54 1,050.1 1,453.8 1.01 225.01.00 78.71.00 0.99+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.708 0.343 1.25 1.300 1.001.00 1.00 1.51 1,028.6 1,453.8 0.99 225.01.00 77.11.00 0.99+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 4 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.99Length = 5.0 ft 1 0.530 0.257 1.15 1.300 1.001.00 1.00 1.04 709.8 1,338.2 0.68 207.01.00 53.21.00 0.99+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.202 0.098 1.60 1.300 1.001.00 1.00 0.55 375.0 1,857.3 0.36 288.01.00 28.11.00 0.99+1.148D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.386 0.187 1.60 1.300 1.001.00 1.00 1.06 717.8 1,857.3 0.69 288.01.00 53.81.00 0.99+1.111D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.420 0.203 1.60 1.300 1.001.00 1.00 1.15 779.4 1,857.3 0.75 288.01.00 58.41.00 0.99+0.4516D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 5.0 ft 1 0.152 0.073 1.60 1.300 1.001.00 1.00 0.42 282.3 1,857.3 0.27 288.01.00 21.21.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0900 2.518 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.235 1.235 Max Upward from Load Combinations 1.235 1.235 Max Upward from Load Cases 0.735 0.735 D Only 0.735 0.735 +D+L 0.868 0.868 +D+Lr 1.235 1.235 +D+0.750Lr+0.750L 1.210 1.210 +D+0.750L 0.835 0.835 +0.60D 0.441 0.441 Lr Only 0.500 0.500 L Only 0.133 0.133 5 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Vaulted Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.551: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft 73.31 psi= = 1,687.50psi 4x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 4x4 Maximum Shear Stress Ratio 0.326 : 1 0.000 ft= = 930.64psi Maximum Deflection 0 <360 797 Ratio =0 <240 Max Downward Transient Deflection 0.018 in 1964Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.045 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.455 0.269 0.90 1.500 1.001.00 1.00 0.33 552.8 1,215.0 0.36 162.01.00 43.51.00 1.00+D+L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.484 0.286 1.00 1.500 1.001.00 1.00 0.39 653.3 1,350.0 0.42 180.01.00 51.51.00 1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.551 0.326 1.25 1.500 1.001.00 1.00 0.55 930.6 1,687.5 0.60 225.01.00 73.31.00 1.00+D+0.750Lr+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.540 0.319 1.25 1.500 1.001.00 1.00 0.54 911.6 1,687.5 0.59 225.01.00 71.81.00 1.00+D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 6 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 3.0 ft 1 0.405 0.239 1.15 1.500 1.001.00 1.00 0.37 628.2 1,552.5 0.40 207.01.00 49.51.00 1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.154 0.091 1.60 1.500 1.001.00 1.00 0.20 331.7 2,160.0 0.21 288.01.00 26.11.00 1.00+1.148D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.294 0.174 1.60 1.500 1.001.00 1.00 0.38 634.8 2,160.0 0.41 288.01.00 50.01.00 1.00+1.111D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.319 0.189 1.60 1.500 1.001.00 1.00 0.41 689.7 2,160.0 0.44 288.01.00 54.31.00 1.00+0.4516D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.116 0.068 1.60 1.500 1.001.00 1.00 0.15 249.6 2,160.0 0.16 288.01.00 19.71.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0451 1.511 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.739 0.739 Max Upward from Load Combinations 0.739 0.739 Max Upward from Load Cases 0.439 0.439 D Only 0.439 0.439 +D+L 0.519 0.519 +D+Lr 0.739 0.739 +D+0.750Lr+0.750L 0.724 0.724 +D+0.750L 0.499 0.499 +0.60D 0.263 0.263 Lr Only 0.300 0.300 L Only 0.080 0.080 7 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:3 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 1.330 ft, (Deck) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.177: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.665ft 17.37 psi= = 1,350.00psi 4x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x4 Maximum Shear Stress Ratio 0.097 : 1 0.000 ft= = 238.37psi Maximum Deflection 0 <360 2805 Ratio =0 <240 Max Downward Transient Deflection 0.011 in 3600Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.014 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.330 ft 1 0.043 0.024 0.90 1.500 1.001.00 1.00 0.03 52.6 1,215.0 0.03 162.01.00 3.81.00 1.00+D+L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.177 0.097 1.00 1.500 1.001.00 1.00 0.14 238.4 1,350.0 0.14 180.01.00 17.41.00 1.00+D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.114 0.062 1.25 1.500 1.001.00 1.00 0.11 191.9 1,687.5 0.11 225.01.00 14.01.00 1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.015 0.008 1.60 1.500 1.001.00 1.00 0.02 31.6 2,160.0 0.02 288.01.00 2.31.00 1.00+1.148D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.028 0.015 1.60 1.500 1.001.00 1.00 0.04 60.4 2,160.0 0.04 288.01.00 4.41.00 8 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:3 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.092 0.050 1.60 1.500 1.001.00 1.00 0.12 197.8 2,160.0 0.12 288.01.00 14.41.00 1.00+0.4516D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.011 0.006 1.60 1.500 1.001.00 1.00 0.01 23.8 2,160.0 0.01 288.01.00 1.71.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0142 1.677 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.171 0.171 Max Upward from Load Combinations 0.171 0.171 Max Upward from Load Cases 0.133 0.133 D Only 0.038 0.038 +D+L 0.171 0.171 +D+0.750L 0.137 0.137 +0.60D 0.023 0.023 L Only 0.133 0.133 9 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:4 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft, (Deck) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.500ft 42.69 psi= = 1,059.48psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.237 : 1 10.237 ft= = 707.35psi Maximum Deflection 0 <360 756 Ratio =0 <240 Max Downward Transient Deflection 0.135 in 980Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.175 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.98Length = 11.0 ft 1 0.169 0.060 0.90 1.200 1.001.00 1.00 0.67 161.9 955.9 0.21 162.01.00 9.81.00 0.98+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 11.0 ft 1 0.668 0.237 1.00 1.200 1.001.00 1.00 2.94 707.3 1,059.5 0.92 180.01.00 42.71.00 0.98+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 11.0 ft 1 0.434 0.153 1.25 1.200 1.001.00 1.00 2.37 571.0 1,315.1 0.74 225.01.00 34.51.00 0.97+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 11.0 ft 1 0.058 0.020 1.60 1.200 1.001.00 1.00 0.40 97.1 1,663.1 0.13 288.01.00 5.91.00 0.96+1.148D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 11.0 ft 1 0.112 0.039 1.60 1.200 1.001.00 1.00 0.77 185.9 1,663.1 0.24 288.01.00 11.21.00 10 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:4 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.96+1.111D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 11.0 ft 1 0.354 0.123 1.60 1.200 1.001.00 1.00 2.45 589.0 1,663.1 0.77 288.01.00 35.61.00 0.96+0.4516D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 11.0 ft 1 0.044 0.015 1.60 1.200 1.001.00 1.00 0.30 73.1 1,663.1 0.10 288.01.00 4.41.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1745 5.540 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.070 1.070 Max Upward from Load Combinations 1.070 1.070 Max Upward from Load Cases 0.825 0.825 D Only 0.245 0.245 +D+L 1.070 1.070 +D+0.750L 0.864 0.864 +0.60D 0.147 0.147 L Only 0.825 0.825 11 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:5 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling llowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft, (Deck) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 4.625 ft, (Floor) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Vaulted Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) Point Load : W = 1.671, E = 3.276 k @ 3.750 ft, (Shear Wall B.2 Above) Point Load : W = -1.671, E = -3.276 k @ 0.0 ft, (Shear Wall B.2 Above) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.656: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.959ft 185.79 psi= = 2,920.85psi 5.25x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.111D+0.750L+1.313E = = = 464.00 psi== Section used for this span 5.25x11.25 Maximum Shear Stress Ratio 0.400 : 1 0.000 ft= = 1,916.05psi Maximum Deflection 0 <360 307 Ratio =0 <240 Max Downward Transient Deflection 0.228 in 731Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.543 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+0.750Lr+0.750L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 13.917 ft 1 0.395 0.233 0.90 1.007 1.001.00 1.00 9.57 1,037.2 2,628.8 2.39 261.01.00 60.71.00 1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.656 0.387 1.00 1.007 1.001.00 1.00 17.68 1,916.0 2,920.8 4.41 290.01.00 112.11.00 1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.428 0.252 1.25 1.007 1.001.00 1.00 14.41 1,561.9 3,651.1 3.60 362.51.00 91.41.00 12 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:5 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750Lr+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.572 0.337 1.25 1.007 1.001.00 1.00 19.29 2,089.9 3,651.1 4.81 362.51.00 122.31.00 1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.505 0.298 1.15 1.007 1.001.00 1.00 15.65 1,696.3 3,359.0 3.91 333.51.00 99.31.00 1.00+D+0.60W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.268 0.171 1.60 1.007 1.001.00 1.00 11.54 1,250.9 4,673.4 3.12 464.01.00 79.31.00 1.00+D-0.60W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.180 0.116 1.60 1.007 1.001.00 1.00 7.78 843.5 4,673.4 2.12 464.01.00 53.81.00 1.00+D+0.750Lr+0.750L+0.450W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.480 0.294 1.60 1.007 1.001.00 1.00 20.72 2,245.4 4,673.4 5.36 464.01.00 136.21.00 1.00+D+0.750Lr+0.750L-0.450W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.415 0.252 1.60 1.007 1.001.00 1.00 17.90 1,939.9 4,673.4 4.61 464.01.00 117.11.00 1.00+D+0.750L+0.450W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.396 0.244 1.60 1.007 1.001.00 1.00 17.10 1,852.6 4,673.4 4.46 464.01.00 113.21.00 1.00+D+0.750L-0.450W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.331 0.203 1.60 1.007 1.001.00 1.00 14.28 1,547.0 4,673.4 3.71 464.01.00 94.11.00 1.00+0.60D+0.60W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.180 0.119 1.60 1.007 1.001.00 1.00 7.78 842.7 4,673.4 2.17 464.01.00 55.01.00 1.00+0.60D-0.60W 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.093 0.064 1.60 1.007 1.001.00 1.00 4.02 435.3 4,673.4 1.16 464.01.00 29.61.00 1.00+1.148D+1.750E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.565 0.379 1.60 1.007 1.001.00 1.00 24.36 2,639.7 4,673.4 6.93 464.01.00 176.11.00 1.00+1.148D-1.750E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.163 0.164 1.60 1.007 1.001.00 1.00 7.02 761.2 4,673.4 3.00 464.01.00 76.11.00 1.00+1.111D+0.750L+1.313E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.597 0.400 1.60 1.007 1.001.00 1.00 25.75 2,790.7 4,673.4 7.32 464.01.00 185.81.00 1.00+1.111D+0.750L-1.313E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.223 0.184 1.60 1.007 1.001.00 1.00 9.63 1,043.5 4,673.4 3.37 464.01.00 85.51.00 1.00+0.4516D+1.750E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.443 0.288 1.60 1.007 1.001.00 1.00 19.10 2,069.8 4,673.4 5.27 464.01.00 133.81.00 1.00+0.4516D-1.750E 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.917 ft 1 0.285 0.197 1.60 1.007 1.001.00 1.00 12.28 1,331.1 4,673.4 3.61 464.01.00 91.61.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.5428 7.009 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.746 5.746 Max Upward from Load Combinations 5.746 5.746 Max Upward from Load Cases 2.751 2.751 Max Downward from all Load Conditio -0.883 -0.883 Max Downward from Load Combinations -0.450 Max Downward from Load Cases (Resis -0.883 -0.883 D Only 2.751 2.751 +D+L 5.082 5.082 +D+Lr 4.143 4.143 +D+0.750Lr+0.750L 5.543 5.543 +D+0.750L 4.499 4.499 +D+0.60W 2.481 3.021 13 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:5 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D-0.60W 3.021 2.481 +D+0.750Lr+0.750L+0.450W 5.341 5.746 +D+0.750Lr+0.750L-0.450W 5.746 5.341 +D+0.750L+0.450W 4.297 4.702 +D+0.750L-0.450W 4.702 4.297 +0.60D+0.60W 1.381 1.921 +0.60D-0.60W 1.921 1.381 +D+0.70E 2.133 3.369 +D-0.70E 3.369 2.133 +D+0.750L+0.5250E 4.036 4.963 +D+0.750L-0.5250E 4.963 4.036 +0.60D+0.70E 1.033 2.269 +0.60D-0.70E 2.269 1.033 Lr Only 1.392 1.392 L Only 2.331 2.331 W Only -0.450 0.450 -W 0.450 -0.450 E Only -0.883 0.883 E Only * -1.0 0.883 -0.883 14 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:6 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling llowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.792 ft, (Floor) Point Load : D = 0.3110, L = 0.7140 k @ 3.083 ft, (F.B. 11) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.504: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.861ft 113.82 psi= = 2,920.85psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.392 : 1 0.000 ft= = 1,471.30psi Maximum Deflection 0 <360 554 Ratio =0 <240 Max Downward Transient Deflection 0.167 in 785Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.236 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 10.917 ft 1 0.164 0.128 0.90 1.007 1.001.00 1.00 2.65 431.5 2,628.8 0.88 261.01.00 33.51.00 1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.504 0.392 1.00 1.007 1.001.00 1.00 9.05 1,471.3 2,920.8 2.99 290.01.00 113.81.00 1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.332 0.259 1.25 1.007 1.001.00 1.00 7.45 1,211.3 3,651.1 2.46 362.51.00 93.71.00 1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.055 0.043 1.60 1.007 1.001.00 1.00 1.59 258.9 4,673.4 0.53 464.01.00 20.11.00 1.00+1.148D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.106 0.083 1.60 1.007 1.001.00 1.00 3.05 495.5 4,673.4 1.01 464.01.00 38.41.00 15 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:6 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.269 0.210 1.60 1.007 1.001.00 1.00 7.75 1,259.4 4,673.4 2.56 464.01.00 97.51.00 1.00+0.4516D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.917 ft 1 0.042 0.033 1.60 1.007 1.001.00 1.00 1.20 194.8 4,673.4 0.40 464.01.00 15.11.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2361 5.379 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.442 2.996 Max Upward from Load Combinations 3.442 2.996 Max Upward from Load Cases 2.432 2.121 D Only 1.010 0.875 +D+L 3.442 2.996 +D+0.750L 2.834 2.466 +0.60D 0.606 0.525 L Only 2.432 2.121 16 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:7 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Vaulted Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) Point Load : D = 0.1120, L = 0.2080 k @ 1.833 ft, (F.B. 10) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.571: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.828ft 56.05 psi= = 1,350.00psi 4x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x4 Maximum Shear Stress Ratio 0.311 : 1 2.715 ft= = 770.28psi Maximum Deflection 0 <360 1047 Ratio =0 <240 Max Downward Transient Deflection 0.014 in 2505Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.034 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.351 0.201 0.90 1.500 1.001.00 1.00 0.25 426.6 1,215.0 0.27 162.01.00 32.61.00 1.00+D+L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.571 0.311 1.00 1.500 1.001.00 1.00 0.46 770.3 1,350.0 0.46 180.01.00 56.01.00 1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.282 0.162 1.25 1.500 1.001.00 1.00 0.28 475.5 1,687.5 0.30 225.01.00 36.51.00 1.00+D+0.750Lr+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.427 0.236 1.25 1.500 1.001.00 1.00 0.43 720.1 1,687.5 0.43 225.01.00 53.11.00 17 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:7 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.441 0.242 1.15 1.500 1.001.00 1.00 0.41 684.3 1,552.5 0.41 207.01.00 50.21.00 1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.119 0.068 1.60 1.500 1.001.00 1.00 0.15 256.0 2,160.0 0.16 288.01.00 19.51.00 1.00+1.148D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.227 0.130 1.60 1.500 1.001.00 1.00 0.29 490.0 2,160.0 0.31 288.01.00 37.41.00 1.00+1.111D+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.339 0.187 1.60 1.500 1.001.00 1.00 0.44 731.7 2,160.0 0.44 288.01.00 53.81.00 1.00+0.4516D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.089 0.051 1.60 1.500 1.001.00 1.00 0.11 192.7 2,160.0 0.12 288.01.00 14.71.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0344 1.544 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.448 0.519 Max Upward from Load Combinations 0.448 0.519 Max Upward from Load Cases 0.287 0.312 D Only 0.287 0.312 +D+L 0.448 0.519 +D+Lr 0.327 0.352 +D+0.750Lr+0.750L 0.438 0.497 +D+0.750L 0.408 0.467 +0.60D 0.172 0.187 Lr Only 0.040 0.040 L Only 0.161 0.207 18 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:8 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.167 ft, (Vaulted Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.401: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft 53.35 psi= = 1,687.50psi 4x4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 4x4 Maximum Shear Stress Ratio 0.237 : 1 0.000 ft= = 677.28psi Maximum Deflection 0 <360 1096 Ratio =0 <240 Max Downward Transient Deflection 0.019 in 1932Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.033 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.241 0.143 0.90 1.500 1.001.00 1.00 0.17 293.1 1,215.0 0.19 162.01.00 23.11.00 1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.401 0.237 1.25 1.500 1.001.00 1.00 0.40 677.3 1,687.5 0.44 225.01.00 53.41.00 1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.344 0.203 1.25 1.500 1.001.00 1.00 0.35 581.2 1,687.5 0.37 225.01.00 45.81.00 1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.081 0.048 1.60 1.500 1.001.00 1.00 0.10 175.9 2,160.0 0.11 288.01.00 13.91.00 1.00+1.148D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.156 0.092 1.60 1.500 1.001.00 1.00 0.20 336.6 2,160.0 0.22 288.01.00 26.51.00 19 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:8 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.151 0.089 1.60 1.500 1.001.00 1.00 0.19 325.8 2,160.0 0.21 288.01.00 25.71.00 1.00+0.4516D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.061 0.036 1.60 1.500 1.001.00 1.00 0.08 132.4 2,160.0 0.09 288.01.00 10.41.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0328 1.511 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.538 0.538 Max Upward from Load Combinations 0.538 0.538 Max Upward from Load Cases 0.305 0.305 D Only 0.233 0.233 +D+Lr 0.538 0.538 +D+0.750Lr 0.461 0.461 +0.60D 0.140 0.140 Lr Only 0.305 0.305 20 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:9 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.667 ft, (Vaulted Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.628: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 65.22 psi= = 1,445.00psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.290 : 1 6.412 ft= = 908.15psi Maximum Deflection 0 <360 725 Ratio =0 <240 Max Downward Transient Deflection 0.065 in 1288Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.116 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 7.0 ft 1 0.380 0.176 0.90 1.300 1.001.00 1.00 1.01 396.7 1,044.4 0.48 162.01.00 28.51.00 0.99+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.628 0.290 1.25 1.300 1.001.00 1.00 2.32 908.1 1,445.0 1.10 225.01.00 65.21.00 0.99+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.540 0.249 1.25 1.300 1.001.00 1.00 1.99 780.3 1,445.0 0.95 225.01.00 56.01.00 0.99+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 7.0 ft 1 0.129 0.059 1.60 1.300 1.001.00 1.00 0.61 238.0 1,841.6 0.29 288.01.00 17.11.00 0.98+1.148D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 7.0 ft 1 0.247 0.114 1.60 1.300 1.001.00 1.00 1.16 455.6 1,841.6 0.55 288.01.00 32.71.00 21 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:9 - HDR. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.98+1.111D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 7.0 ft 1 0.239 0.110 1.60 1.300 1.001.00 1.00 1.13 440.9 1,841.6 0.54 288.01.00 31.71.00 0.98+0.4516D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 7.0 ft 1 0.097 0.045 1.60 1.300 1.001.00 1.00 0.46 179.2 1,841.6 0.22 288.01.00 12.91.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.1158 3.526 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.326 1.326 Max Upward from Load Combinations 1.326 1.326 Max Upward from Load Cases 0.747 0.747 D Only 0.579 0.579 +D+Lr 1.326 1.326 +D+0.750Lr 1.139 1.139 +0.60D 0.348 0.348 Lr Only 0.747 0.747 22 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:10 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling llowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.069: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.917ft 9.34 psi= = 1,485.00psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 170.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.055 : 1 6.918 ft= = 101.83psi Maximum Deflection 0 <360 8974 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 13779Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.010 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.833 ft 1 0.027 0.021 0.90 1.100 1.001.00 1.00 0.22 35.5 1,336.5 0.09 153.01.00 3.31.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.069 0.055 1.00 1.100 1.001.00 1.00 0.63 101.8 1,485.0 0.25 170.01.00 9.31.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.046 0.037 1.25 1.100 1.001.00 1.00 0.52 85.2 1,856.3 0.21 212.51.00 7.81.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.009 0.007 1.60 1.100 1.001.00 1.00 0.13 21.3 2,376.0 0.05 272.01.00 2.01.00 1.00+1.148D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.017 0.014 1.60 1.100 1.001.00 1.00 0.25 40.8 2,376.0 0.10 272.01.00 3.71.00 23 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:10 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.038 0.030 1.60 1.100 1.001.00 1.00 0.55 89.2 2,376.0 0.21 272.01.00 8.21.00 1.00+0.4516D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.007 0.005 1.60 1.100 1.001.00 1.00 0.10 16.0 2,376.0 0.04 272.01.00 1.51.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0105 3.945 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.320 0.320 Max Upward from Load Combinations 0.320 0.320 Max Upward from Load Cases 0.208 0.208 D Only 0.112 0.112 +D+L 0.320 0.320 +D+0.750L 0.268 0.268 +0.60D 0.067 0.067 L Only 0.208 0.208 24 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:11 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling llowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.834 ft, (Floor) Point Load : D = 0.0740, L = 0.1620 k @ 2.330 ft, (F.B. 12) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.332: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.602ft 31.41 psi= = 962.50psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 170.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.185 : 1 0.000 ft= = 320.02psi Maximum Deflection 0 <360 2313 Ratio =0 <240 Max Downward Transient Deflection 0.028 in 3318Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.041 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.833 ft 1 0.112 0.062 0.90 1.100 1.001.00 1.00 0.60 96.9 866.3 0.25 153.01.00 9.51.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.332 0.185 1.00 1.100 1.001.00 1.00 1.97 320.0 962.5 0.82 170.01.00 31.41.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.220 0.122 1.25 1.100 1.001.00 1.00 1.63 264.3 1,203.1 0.68 212.51.00 25.91.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.038 0.021 1.60 1.100 1.001.00 1.00 0.36 58.2 1,540.0 0.15 272.01.00 5.71.00 1.00+1.148D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.072 0.040 1.60 1.100 1.001.00 1.00 0.68 111.3 1,540.0 0.29 272.01.00 10.91.00 25 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:11 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.179 0.099 1.60 1.100 1.001.00 1.00 1.69 275.0 1,540.0 0.71 272.01.00 27.01.00 1.00+0.4516D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.833 ft 1 0.028 0.016 1.60 1.100 1.001.00 1.00 0.27 43.8 1,540.0 0.11 272.01.00 4.31.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0406 3.859 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.025 0.929 Max Upward from Load Combinations 1.025 0.929 Max Upward from Load Cases 0.714 0.649 D Only 0.311 0.281 +D+L 1.025 0.929 +D+0.750L 0.846 0.767 +0.60D 0.186 0.168 L Only 0.714 0.649 26 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:12 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling llowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 nalysis 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 SCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.625 ft, (Floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.031: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.542ft 3.54 psi= = 962.50psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 170.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.021 : 1 2.149 ft= = 29.53psi Maximum Deflection 0 <360 63885 Ratio =0 <240 Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.083 ft 1 0.011 0.007 0.90 1.100 1.001.00 1.00 0.06 9.3 866.3 0.03 153.01.00 1.11.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.031 0.021 1.00 1.100 1.001.00 1.00 0.18 29.5 962.5 0.09 170.01.00 3.51.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.020 0.014 1.25 1.100 1.001.00 1.00 0.15 24.5 1,203.1 0.08 212.51.00 2.91.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.004 0.002 1.60 1.100 1.001.00 1.00 0.03 5.6 1,540.0 0.02 272.01.00 0.71.00 1.00+1.148D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.007 0.005 1.60 1.100 1.001.00 1.00 0.07 10.6 1,540.0 0.03 272.01.00 1.31.00 27 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:12 - F.B. Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+1.111D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.017 0.011 1.60 1.100 1.001.00 1.00 0.16 25.5 1,540.0 0.08 272.01.00 3.11.00 1.00+0.4516D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.083 ft 1 0.003 0.002 1.60 1.100 1.001.00 1.00 0.03 4.2 1,540.0 0.01 272.01.00 0.51.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0006 1.553 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.236 0.236 Max Upward from Load Combinations 0.236 0.236 Max Upward from Load Cases 0.162 0.162 D Only 0.074 0.074 +D+L 0.236 0.236 +D+0.750L 0.195 0.195 +0.60D 0.044 0.044 L Only 0.162 0.162 28 Thrust Calculation Roof Dead Load QD =15 psf Live Roof Load QLr =20 psf Length L =9.00 ft Slope s =2 :12 Degrees θ =9.5 Height H =1.50 ft Adjusted Roof Dead Load to slope QD_adj = QD / COSθ =15.21 psf Tie Location h =1.50 ft Service Load =35.21 psf Total Load =1008 lbs Load at Wall Pwall = Pa =1008 lbs Tension at Tie =4033 lbs Number of Fastener Required 1/4" x 3" SDS Screws Lateral Z =420 lbs ICC ESR-2236 Embedment Depth lem =3 in Load Duration Factor CD =1.25 Adjusted Capacity =525.0 lbs Number of Screws Required T / Z'=8 screws Screws Provided =14 screws Tension Capacity Top Plate Top plate 2x4 dbl Area A =10.5 in2 Tension Capacity Ft =575 psi Tension at Top =2852 lbs Demand Capacity Ratio =0.38 < 1 OKDCR T C F A Z CZ 𝑄 𝑄 𝑄 𝑃2𝐿𝑄 2 𝑇 2𝑃𝐿 3𝐻 𝑇𝑇 2cos 45 31 Hip Vaulted DF-L No. 2 4x10 Roof Dead Load QD =15 psf Live Roof Load QLr =20 psf Length Lproj =14.08 ft Slope s =2 :12 Degrees θ =9.5 Height H =2.35 ft Service Load =35.21 psf Maximum Uniform Load =248 plf Hip Length =14.28 ft Maximum Moment =3330 lb-ft Load Duraction Factor CD =1.25 Bending Stress fb =900 psi Moment Capacity =4679 lb-ft OK Max Shear =1214 lbs HHRC Shear Capacity =4856 lbs OK Live Roof Load Deflection =0.158 in Transient Deflection Limit L/240 =0.714 in OK Total Load Deflection =0.278 in Total Deflection Limit (D+L)/180 =0.952 in OK Reactions Higher End D =553 lbs Lr =661 lbs Q = Q + Q I w .=L Q 2 L =L COS M =wcos 𝜃L 9 3 V =wL 3 0.00652 w L EI 0.00652 w L EI M = C F S V =2bdf C 3 32 Stud Calc Stud Height L =16.00 ft Stud Spacing s =16.00 in Height of Wall z =16.00 ft Elevation Height zg =159 ft Wind Speed V =95 mph Wind Exposure C Latera Load Effective Area =113.8 ft2 Wind Directionality Kd =0.85 Topography Factor Kt =1.00 Ground Elevation Factor Ke =0.99 Velocity Pressure Exposure Coefficient Kz =0.86 Velocity Pressure qz = 0.00256KzKztKdKeV2 =16.80 psf Internal Pressure Coefficient (GCpi)=-0.18 External Pressure GCp =-1.27 Wind pressure =-24.4 psf Axial Load D+Lr E Dead Load PD =747 lbs Roof Live Load PLr =267 lbs Live Load PL =71 lbs Snow Load Ps =0 lbs Breadth b =1.5 in Depth d =5.5 in ASD Load Pa = 1014 lbs Actual Compressive Stress fc = Pa / (bd)=123 psi Grade No. 2 Compressive Stress Fc =1350 psi Minimum Modulus of Elasticity Emin =580000 psi Effective Length le =192 in Buckling Coefficient k =1.0 Slender Ratio le / d =34.9 < 50 OK Size Factor CF =1 Load Duration Factor CD =1.25 Compression Stress Design Fc* = Fc bdCDCF =1688 psi c =0.8 =391 psi Column Stability Factor =0.22 Compressive Load Allowed F'c = Fc * * CP =370 psi Demand Capacity Ratio DCR = fc / F'c =0.332 F 0.822E l d C 1 F F ∗ 2c 1 F F ∗ 2c F F ∗ c A sL 3 p q GC GC 33 Moment D+0.6W Wind Load Wa = p * s =19.5 plf Moment =624.9 lb-ft Section Modulus Sx = bd2 / 6 =7.56 in3 Bending Stress fb = M / Sx =992 psi Design Bending Stress Fb =900 psi Repetitive Member Factor Cr =1.15 Load Duration CD =1.6 Size Factor CF =1 F* b =1656 psi Effective Length le = 1.63L + 3d =27.5 ft Slenderness Ratio =28.38 < 50 OK Beam Stability Factor CL =1.00 F'b = F*b CL =1656 psi Demand Capacity Ratio DCR = fb / F'b =0.60 < 1 OK Interaction Equatio D+0.6W Bending and Compression Capacity =0.60 < 1 OK R l d b f F f F M wl 8 34 Guard Rail at Stairs Height of Guardrail h = 42 in Load on Guardrails P = 200 lbs Moment Arm between Tension Screw Plate Edge dm = 11.25 in Number of Tension Strap n = 2 Tension per Strap Ts = h * P / (dm * n)= 373 lbs Capacity of CS20 Strap Tn = 1030 lbs Demand Capacity Ratio DCR = Ts / Tn = 0.36 < 1 OK Alternative Post Moment Arm between Tension Screw Plate Edge dm = 3.5 in Number of Tension Strap n = 2 Tension per Strap Ts = h * P / (dm * n)= 1200 lbs Capacity of CS16 Strap Tn = 1705 lbs Demand Capacity Ratio DCR = Ts / Tn = 0.70 < 1 OK Post at Stringer Moment Arm between Tension Screw Plate Edge dm = 7.5 in Number of Tension Strap n = 2 Tension per Screw Ts = h * P / (dm * n)= 560 lbs Withdrawal Capacity W = 225 lbs/in Embedment Length lem = 3.5 in Capacity of 1/4" Lag Screw Tn = W * lem = 788 lbs/in Demand Capacity Ratio DCR = Ts / Tn = 0.71 < 1 OK 35 Guard Rail Height of Guardrail h =42 in Load on Guardrails P =200 lbs Moment Required Mr = Ph =700 lb-ft Wood Screw D =0.242 in Specified Gravity G =0.5 DF Withdrawal W = 2850G2D =172 lb/in Embedment lem =4.75 in Number of Screws in Tension n =3 Tension Per screw T =819 lbs Tension Force T = lem * W * n =3931 lbs Compressive Pressure C⊥=625 psi Area Req'd Areq = T / C⊥=6.3 in2 Width Plate b =4.00 in Depth of Compressive Area depth a = Areq / b =1.57 in Depth of Tensile Force d =3 in Moment Arm dm = d - a/2 =2.21 in Moment Capacity M = T * dm =725 ft-lb Demand Capacity Ratio DCR = M / Mr =0.97 Requred Shear per screw Vr = P/2n =33.3 lbs Tension per screw required Tr =1242 lbs Resultant Force =1242 lbs Adjusted Latera Design Z'=222 lbs NDS Table 12M OK Resultant Angle =85.4 ° =1288 lbs OK α = TAN T V ZoN =WNp ZN WNp cos α + ZNsin α R =V + T 36 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATC Hazards by Location site operations will discontinue at 11:59pm (PST) on December 31, 2024 Hazards by Location Search Information Address:2413 Poinsettia St. N, Santa Ana, CA 92706 Coordinates:33.768673, -117.8611016 Elevation:160 ft Timestamp:2024-12-04T16:18:43.975Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 160 ft Map data ©2024 Google, INEGI Report a map error 12/4/24, 8:18 AM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.768673&lng=-117.8611016&address=2413 Poinsettia St. N%2C Santa Ana%2C CA 92706 1/1 WIND (ASCE 7-16 MWFRS) Wind Analysis Method Analytic Directional Procedure Basic Wind Speed (ultimate)95.00 MPH Elevation Ht.160.00 ft Topography Factor Kzt = 1.00 Ke =0.99 Directionality Factor Kd = 0.85 Gust Effect Factor G = 0.85 Internal Pressure Coefficients (GCpi) = 0.18 -0.18 Roof Pitch 2.00 :12 9.46 DEG Roof Eve Height 17.917 ft Peak Roof Height 19.750 ft α =9.5 Mean Roof Height 17.917 ft zg = 900 Terrain Exp. Category C Velocity Pressures q z =.00256 z V Height (ft)Kz qz he =17.92 ft 0.881 17.21 h =17.92 ft 0.881 17.21 (h = he for θ ≤ 10 degrees) z =8 ft 0.849 16.58 L = Parallel to wind dir. z =17.917 ft 0.881 17.21 B = Perp. to wind dir. Design Pressures p = qGC p - q h (GC pi ) Transverse Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 35.833 L/B =1.54 B = 23.25 h/L =0.50 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.58 0.80 11.27 8.17 14.37 17.00 17.92 17.21 0.80 11.70 8.60 14.80 17.43 0.00 16.58 0.80 11.27 8.17 14.37 17.00 0.00 16.58 0.80 11.27 8.17 14.37 17.00 Leeward Wall 17.92 17.21 -0.39 -5.73 -8.83 -2.63 Windward Roof (Positive) 17.92 17.21 -0.18 -2.63 -5.73 0.46 Windward Roof (Negative) 17.92 17.21 -0.90 -13.16 -16.26 -10.07 Leeward Roof 17.92 17.21 -0.50 -7.31 -10.41 -4.22 Total Roof load, pr =-4.68 -4.68 MIN (SIN* pr , 8) =8.00 Level Height Height Above Below Wind Load 1 8 9.917 8.00 152 2 17.917 1.833 8.00 86 Longitudinal Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 23.25 L/B =0.65 B = 35.833 h/L =0.77 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.58 0.80 11.27 8.17 14.37 18.58 17.92 17.21 0.80 11.70 8.60 14.80 19.01 0.00 16.58 0.80 11.27 8.17 14.37 18.58 0.00 16.58 0.80 11.27 8.17 14.37 18.58 Leeward Wall 17.92 17.21 -0.50 -7.31 -10.41 -4.22 Windward Roof (Positive) 17.92 17.21 -0.18 -2.63 -5.73 0.46 Windward Roof (Negative) 17.92 17.21 -1.12 -16.33 -19.43 -13.23 Leeward Roof 17.92 17.21 -0.61 -8.90 -11.99 -5.80 Total Roof load, pr =-6.26 -6.26 MIN (SIN* pr , 8) = 8.00 Level Height Height Above Below Wind Load 1 8 9.917 8.00 166 2 17.917 1.833 8.00 93 3 0 0 0.00 0 38 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATC Hazards by Location site operations will discontinue at 11:59pm (PST) on December 31, 2024 Hazards by Location Search Information Address:2413 Poinsettia St. N, Santa Ana, CA 92706 Coordinates:33.768673, -117.8611016 Elevation:160 ft Timestamp:2024-12-04T16:21:20.359Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.325 MCER ground motion (period=0.2s) S1 0.472 MCER ground motion (period=1.0s) SMS 1.59 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.06 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.93 Coefficient of risk (0.2s) CR1 0.925 Coefficient of risk (1.0s) PGA 0.557 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.668 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.325 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.425 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.523 Factored deterministic acceleration value (0.2s) S1RT 0.472 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.51 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.631 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 160 ft Map data ©2024 Google, INEGI Report a map error 12/4/24, 8:21 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.768673&lng=-117.8611016&address=2413 Poinsettia St. N%2C Santa Ana%2C CA 92706 1/1 Compan JOB TITLE 0 Address 0 0 City, State JOB NO.0 SHEET NO. Phone CALCULATED BY 0 DATE 1/0/1900 0 CHECKED BY 0 DATE 1/0/1900 Seismic Loads:ASCE 7- 16 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : D - code default Ss (0.2 sec) = 132.50 %g S1 (1.0 sec) = 47.20 %g Fa = 1.200 Sms = 1.590 SDS =1.060 Design Category = D Fv 1.82 Sm1 = 0.86 SD1 =0.57 Design Category D Seismic Design Category =D Redundancy Coefficient ρ 1.30 Number of Stories 2 Structure Type Light Fram Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) 17.9 f See ASCE7 Section 12.2.5 for exceptions and other system limitatio DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) 6.5 Over-Strength Factor (Ωo) 2.5 Deflection Amplification Factor (Cd) 4 DS =1.06 D1 =. e sm c oa ec +-v = ρ E +- .DS = .e +. pec a e sm c oa ec m m +- v = o E +- .DS = .e +. = ea oa PERMITTED Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysi - Permitte u ng per o coe . T =.u = . pprox fundamental period (Ta) T n = 0.174 se x= 0.7 Tmax = CuTa = 0.244 User calculated fundamental period (T) se Use T = 0.174 Long Period Transition Period (TL) ASCE7 map =8 e sm c response coe . s DS =. need not exceed Cs =Sd1 I /RT =0.508 but not less than Cs 0.044SdsI 0.04 USE Cs =0.163 Design Base Shear V =0.163W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIF Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x E = horizontal seismic orc 41 A B 1 2 3 4 A B E FC 17 ' - 1 1 " 14 ' - 5 " 3' - 6 " 5'-0"9'-6" 18'-0" A 8' - 0 " C 7'-9" C 2'-6" C 2'-9" HFX-12X8 HFX-12X8 A8' - 0 " HFX-12X8 B 6' - 3 " D 8'-10" HFX-18X8 Lateral Diagram - 1st Story PAGE Job Name: 2413 Poinsettia St. Scale: 3/32" = 1'-0" 1 42 C 1 2 3 4 A B E FC 18'-3"5'-0" 14 ' - 5 " 3' - 6 " 17 ' - 1 1 " A 10'-2" B 6' - 6 " C 4' - 1 " 4X4 HFX-18x8 D PAGE Job Name: 2413 Poinsettia St. Scale: 3/32" = 1'-0" 1Lateral Diagram - 2nd Story 43 Story Weight Area Int. Partition Story Load Floor Weight Story Height Above Story Height Below Tributary Wall Height Parapet Wall Wall type Wall Load Wall Weight Total Story Weight A (ft)Qpart (psf) Qfloor (psf)A (Qpart + Qfloor) = Pfloor (lbs)Supper (ft) Slower (ft)(Supper + Slower) /2 = h (ft)hp (ft) Qwall (psf)Lperimeter (ft) Qwall * (h+hp) = Pwall (lbs) Pfloor + Pwall = W (lbs) A 391 Floor 10 15 9766 8 8.0 8.0 0 Exterior 15 82 9870 19636 B 407 Roof 0 15 6103 8.0 4.0 0 Exterior 15 73 4365 10468 C 405 Roof 5 15 8109 0 8.0 4.0 0 Exterior 15 72 4335 12444 ta =0.174 Cs =0.163 k = 1.000 Total Weight, W = 42549 lbs SDS = 1.060 V = CsW = 6939 lbs Shear Wall Force hxwx Story Section x (ft) wx (lbs) hxwx (ft-lbs)hxwx Cvx 1 A 8.0 19,636 157089 0.34 2,350 1 B 8.0 10,468 83744 0.18 1,253 2 C 17.9 12,444 222966 0.48 3,336 Linear Forces for Shear Wall Section Area Qe (psf) A 390.65 6.02 B 330.75 3.79 C 326.22 10.23 Section Floor Type SHEAR LINE LOAD Story Section Qe (psf)Long. (plf) Tran. (plf) 1 A 6.02 152 166 1 B 3.79 152 166 2 C 10.23 86 93 Longitudinal Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) 2.2 C 8.959 18.25 10.23 1672 0 0 1672 86 768 0 0 768 4.2 C 8.959 18.25 10.23 1672 0 0 1672 86 768 0 0 768 1.1 B 9.209 18.00 3.79 628 0 0 628 152 1402 0 0 1402 2.1 B 9.209 18.00 2.2 3.79 628 1672 1672 2300 152 1402 768 768 2170 2.1 A 8.959 23.25 6.02 1253 0 0 1253 152 1364 0 0 1364 4.1 A 8.959 18.33 4.2 6.02 988 1672 1672 2660 152 1364 768 768 2132 3.1 A 3.604 5.50 6.02 119 0 0 119 152 549 0 0 549 Transverse Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) B.2 C 9.125 17.92 10.23 1672 0 0 1672 93 853 0 0 853 E.2 C 9.125 17.92 10.23 1672 0 0 1672 93 853 0 0 853 A.1 A 7.25 14.42 6.02 629 0 0 629 166 1207 0 0 1207 C.1 B 9 18.33 3.79 625 0 0 625 166 1498 0 0 1498 E.1 A 4.42 17.92 E.2 6.02 476 1672 1672 2148 166 735 853 853 1588 F.1 B 9 18.33 3.79 625 0 0 625 166 1498 0 0 1498 A.1 A B.2 5 23.25 6.02 0 1672 1312 1312 166 0 853 670 670 D.1 A 11.625 17.92 6.02 1253 0 0 1253 166 1935 0 0 1935 D.1 A B.2 9.5 23.25 6.02 0 1672 989 989 166 0 853 504 504 Seismic Wind, Long Seismic Wind, Tran Line lbs lbs Line lbs lbs 2.2 1672 768 B.2 1672 853 4.2 1672 768 E.2 1672 853 1.1 628 1402 A.1 1941 1877 2.1 3553 3535 C.1 625 1498 3.1 119 549 E.1 2148 1588 4.1 2660 2132 F.1 625 1498 D.1 2242 2440 Wind Load 45 SHEAR WALLS Longitudinal Note: For "Special Case", lateral analysis are provided on following pages E W LINE Total Length Shear Shear per ft.Shear Shear per ft. ASD, va (plf)Model # lbs Min. Thickness Strap lbs Min. Thickness 2.2 0.000 1672 0 768 0 A 200 SDS =1.060 HDU2 3075 3.5 CS16 1705 1.5 4.2 10.167 1672 164 768 76 B 340  =1.3 HDU4 4565 3.5 CS14 2490 3 1.1 0.000 628 0 1402 0 C 510 0 =2.50 HDU5 5645 3.5 CMSTC16 4690 3 2.1 7.750 3553 458 3535 456 D 665 Cd =4 HDU8 7870 5.5 CMST14 6475 3.5 3.1 0.000 119 0 549 0 E 870 HDU11 11175 7.25 CMST12 9215 3.5 4.1 0.000 2660 0 2132 0 F 1020 HDU14 14445 7.25 G 1330 HD19 19360 9.25 H 1740 b h h / b rf = MIN [ 2b/h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7  E U i = h *  E U i + 1 U n = ( .7  U i + U i + 1 ) - (0.6 - .14 S DS ) ( D w +  W 0.6 n W U i = h *  W U n + 1 U n = .6 U i + U n + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down Min. End Post 4.2 10.17 8.00 0.79 1.00 15 15 1.33 610.02 101.4158 164 150 1315 0 876 76 45 604 0 -64 A 200 CS16 HDU2 4x4 2.1 7.75 8.00 1.03 1.00 10 15 1.33 310 77.30625 458 417 3667 0 3162 456 274 3649 0 1957 C 510 CMSTC16 HDU4 4x4 4.1 0.00 8.00 0.00 0.00 15 15 1.33 0 0 0 0 1948 1617 3389 0 0 0 442 442 Special Case Special Case CMSTC16 HDU4 4x4 2.2 0.00 8.00 0.00 0.00 15 15 1.33 0 0 0 0 0 0 0 0 0 0 0 0 Special Case Special Case CS16 HDU2 4x4 1.1 0.00 8.00 0.00 0.00 15 15 1.33 0 0 0 0 0 0 0 0 0 0 0 0 Special Case Special Case CS16 HDU2 4x4 Transverse VE VW LINE Total Length Shear Shear per ft.Shear Shear per ft.Note: For "Special Case", lateral analysis are provided on following pages B.2 4.08 1672 409 853 209 E.2 6.50 1672 257 853 131 A.1 0.00 1941 0 1877 0 C.1 8.00 625 78 1498 187 E.1 0.00 2148 0 1588 0 F.1 8.00 625 78 1498 187 D.1 6.25 2242 359 2440 390 b h h / b rf = MIN [ 2b/h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7  E U i = h *  E U n + 1 U n = ( .7  U i + U n + 1 ) - (0.6 - .14 S DS )( D w +  W 0.6 n W U i = h *  W U i + 1 U n = .6 U i + U i + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down End Post B.2 4.08 8.00 1.96 1.00 15 15 1.33 245 41 409 373 3276 0 2852 209 125 1671 0 831 C 510 CMSTC16 HDU2 4x4 E.2 6.50 8.00 1.23 1.00 15 15 1.33 390 65 257 234 2058 0 1667 131 79 1050 0 357 B 340 CS16 HDU2 4x4 C.1 8.00 8.00 1.00 1.00 15 15 1.33 480 80 78 71 625 0 316 187 112 1498 0 563 A 200 CS16 HDU2 4x4 E.1 0.00 8.00 0.00 0.00 15 15 1.33 0 0 0 0 0 1667 1667 0 0 0 357 357 Special Case Special Case CS16 HDU2 4x4 F.1 8.00 8.00 1.00 1.00 15 15 1.33 480 80 78 71 625 0 316 187 112 1498 0 563 A 200 CS16 HDU2 4x4 A.1 0.00 8.00 0.00 0.00 15 15 2.5 0 0 0 0 0 0 0 0 0 0 0 0 Special Case Special Case CS16 HDU2 4x4 A.1 0.00 8.00 0.00 0.00 15 15 2.5 0 0 0 0 0 0 0 0 0 0 0 0 Special Case Special Case CS16 HDU2 4x4 D.1 6.25 8.00 1.28 1.00 10 15 1.33 250 62 359 326 2869 0 2470 390 234 3123 0 1686 B 340 CS14 HDU2 4x4 46 Project Information Code:Date: Designer: Client: Project: Wall Line: V 2420 lbf Opening 1 2bs/h L1 2.50 ft ha 1.42 ft Adj. Factor L2 2.75 ft ho 3.00 ft P1=ho/L1=1.20 N/A hwall 8.25 ft hb 3.83 ft P2=ho/L2=1.09 N/A Lwall 10.25 ft Lo1 5.00 ft 1. Hold‐down forces: H = Vhwall/wall 1948 lbf 6. Unit shear beside opening 461 plf 2. Unit shear above + below opening 461 plf 371 plf 2420 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1855 lbf R1 = v1*L1 =1153 lbf R2 = v2*L2 =1268 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 883 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 972 lbf R1‐F1 =269 lbf R2‐F2 =296 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.38 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.62 ft vc1 = (R1‐F1)/L1 =108 plf vc2 = (R2‐F2)/L2 =108 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H?565 1383 1948 lbf Line 2: va1(ha+hb)‐vc1(ha+hb)‐v1(ho)=0?1948 565 1383 0 Line 3: va1(ha+hb)‐vc2(ha+hb)‐v1(ho)=0?1948 565 1383 0 Line 4: vc2(ha+hb)+v2(ho)=H?565 1383 1948 lbf 461 plf 4‐Term Deflection 0.313 in.0.352 in. 972 lbf 4‐Term Story Drift %0.013 %0.014 % 1948 lbf 236 plf *The Design Summary assumes that the shear wall is designed as blocked. Req. HD Force (H) Design Summary* Check v1*L1+v2*L2=V? Req. Sheathing Capacity 3‐Term Deflection Req. Strap Force 3‐Term Story Drift % First opening: va1 = vb1 = H/(ha+hb) = Wall Pier Aspect Ratio OneOpen Shear Wall Calculation Variables v1 = (V/L)(L1+T1)/L1 = v2 = (V/L)(T2+L2)/L2 = Gridline 4.1 2413 Poinsettia St. N, Santa Ana, CA 92706 Adj. Factor Method = Req. Shear Wall Anchorage Force (vmax) 47 Project Information Code:Date: Designer: Client: Project: Wall Line:Gridline 4.1 2413 Poinsettia St. N, Santa Ana, CA 92706 Unfactored Shear Load Vunfactored: 2660 (lbf) Nail Type: 10d common (penny weight) Sheathing Type: Species: Grade: E: 1.60E+06 (psi) Pier 1 Pier 2 Nail Spacing: 4 4 (in.) Enter individual post sizes below. HD Capacity: 4565 4565 (lbf) Gt Override:HD Deflection: 0.114 0.114 (in.) Ga Override:Cd:4.00 Pier 1‐L Pier 1‐R Pier 2‐L Pier 2‐R Sheathing Type:15/32 OSB APA Structural 1 vunfactored:507 507 507 507 (plf)Nail Type:10d common E: 1.60E+06 1.60E+06 1.60E+06 1.60E+06 (psi) h: 8.25 4.42 4.42 8.25 (ft) Qty: 2.00E+00 2.00E+00 2.00E+00 2.00E+00 Stud Size: 2x4 2x4 2x4 2x4 A Override: (in.2) A: 10.5 10.5 10.5 10.5 (in.2) Gt:83,500 83,500 83,500 83,500 (lbf/in.) Nail Spacing: 4 4 4 4 (in.) Vn:169 169 169 169 (plf) en:0.0070 0.0070 0.0070 0.0070 (in.) b: 2.50 2.50 2.75 2.75 (ft) HD Capacity: 4565 4565 4565 4565 (lbf) HD Defl: 0.114 0.114 0.114 0.114 (in.) Check Total Deflection of Wall System Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Bending Shear Fastener HD‐1 Bending Shear Fastener HD‐2 0.054 0.050 0.043 0.344 0.008 0.027 0.023 0.099 Total Sum 0.492 Sum 0.157 Defl. 0.313 (in.) Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 0.0126 %drift Bending Shear Fastener HD‐1 Bending Shear Fastener HD‐2 0.008 0.027 0.023 0.090 0.049 0.050 0.043 0.313 Sum 0.147 Sum 0.456 15/32 OSB APA Structural 1 Pier 1 (left) Douglas Fir‐Larch No. 2 Pier 1 (right) Pier 2 (left)Pier 2 (right) Four‐Term Equation Deflection Check Shear Wall Deflection Calculation Variables Wood End Post Values: 48 Project Information Code:Date: Designer: Client: Project: Wall Line:Gridline 4.1 2413 Poinsettia St. N, Santa Ana, CA 92706 Unfactored Shear Load Vunfactored: 2660 (lbf) Sheathing Type: Species: Nail Type: 10d common (penny weight) Grade: E: 1.60E+06 (psi) Pier 1 Pier 2 Gt Override:Nail Spacing: 4 4 (in.) Ga Override:Cd:4.00 HD Capacity: 4565 4565 (lbf) HD Deflection: 0.114 0.114 (in.) Pier 1‐L Pier 1‐R Pier 2‐L Pier 2‐R Sheathing Type:15/32 OSB APA Structural 1 vunfactored:507 507 507 507 (plf)Nail Type:10d common E: 1.60E+06 1.60E+06 1.60E+06 1.60E+06 (psi) h: 8.25 4.42 4.42 8.25 (ft) Qty: 2.00E+00 2.00E+00 2.00E+00 2.00E+00 Stud Size: 2x4 2x4 2x4 2x4 A Override: (in.2) A: 10.5 10.5 10.5 10.5 (in.2) Ga:29.0 29.0 29.0 29.0 (kips/in.) b: 2.50 2.50 2.75 2.75 (ft) HD Capacity: 4565 4565 4565 4565 (lbf) HD Defl: 0.114 0.114 0.114 0.114 (in.) Check Total Deflection of Wall System Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Bending Shear Fastener Bending Shear Fastener Total 0.054 0.144 0.344 0.008 0.077 0.099 Defl. Sum 0.543 Sum 0.184 0.352 (in.) 0.0142 %drift Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Bending Shear Fastener Bending Shear Fastener 0.008 0.077 0.090 0.049 0.144 0.313 Sum 0.175 Sum 0.506 Comment: The 3‐term equation is calibrated to be approximately equal to 4‐term equation at 1.4*ASD capacity. Three‐Term Equation Deflection Check Pier 1 (left)Pier 1 (right) Pier 2 (left)Pier 2 (right) Shear Wall Deflection Calculation Variables 15/32 OSB APA Structural 1 Wood End Post Values: Douglas Fir‐Larch No. 2 49 Vertical Distribution of Seismic Forces ta =0.174 k = 1.000 SDS =1.060 Wind Section lbs Fi (lbs) Fpxmin Fpxmax qE (psf)Long Tran A 19,636 2,350 4,163 8326 10.7 152 166 B 10,468 1,253 2,219 4438 6.7 152 166 C 12,444 3,336 2,638 5276 10.2 86 93 Chord Section Long. (ft), L Tran. (ft), B .7Vx .6V, Long Wind .6V, Long Wind Shear Per End, Vx / 2 , Long Shear Per End, Vx / 2, Tran vi_long (plf) vi_tran (plf)Diaphargm Longitual Direction Case 1? Long. Capacity (plf) Trans. Capacity (plf) Status Capacity of (2) 2x4, lbs A 23.25 17.92 3,107 2125 1790 1554 1554 87 67 10d @ 6" o.c., 23/32, Struct. I, Unblocked 215 285 OK 504 299 9660 B 18.00 17.92 1,515 1645 1790 822 895 46 50 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only) Hip 180 240 OK 190 188 9660 C 23.25 17.92 2,982 1195 1005 1491 1491 83 64 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only)Hip 180 240 OK 484 287 9660 Earthquake Load Distributed Shear Force to Each Story Section V L 8B ,lbs B 8L ,lbs 50 Drag Calculations Shear Line 2.1 Shear Line 4.2 Shear Line 4.1 Wind Load, W 3535 Wind Load, W 768 Wind Load, W 2132 Seismic Load, E 3332 Seismic Load, E 1672 Seismic Load, E 3422 Max [0.6W, 0.7E*1.25] 3790 Max [0.6W, 0.7E*1.25] 1902 Max [0.6W, 0.7E*1.25] 2994 Diaphragm Length 25.00 152 Lumber Size Capacity Diaphragm Length 18.00 106 Lumber Size Capacity Diaphragm Length 18.25 164 Lumber Size Capacity Total Shear Wall Length 7.75 489 (2) 2x4 9660 Total Shear Wall Length 10.00 190 (2) 2x4 9660 Total Shear Wall Length 10.17 294 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model 7.000 1061 Y 10.000 -845 Y 10.167 -1326 Y 7.750 -1554 Y (1) CS16 8 0 8.083 0 10.250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Line A.1 Shear Line B.2 Shear Line C.1 Wind Load, W 1877 Wind Load, W 853 Wind Load, W 1498 Seismic Load, E 1114 Seismic Load, E 1672 Seismic Load, E 1107 Max [0.6W, 0.7E*1.25] 1267 Max [0.6W, 0.7E*1.25] 1902 Max [0.6W, 0.7E*1.25] 1259 Diaphragm Length 14.42 88 Lumber Size Capacity Diaphragm Length 17.83 107 Lumber Size Capacity Diaphragm Length 35.75 35 Lumber Size Capacity Total Shear Wall Length 3.42 371 (2) 2x4 9660 Total Shear Wall Length 4.08 466 (2) 2x4 9660 Total Shear Wall Length 8.00 157 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Y 1.667 -472 13.750 1466 Y (1) CS16 22.583 795 Y (1) CS16 11 495 Y (1) CS16 Y 4.083 0 Y 8 -182 Y 1.750 0 0 5.167 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Line E.2 Shear Line E.1 Shear Line D.1 Wind Load, W 853 Wind Load, W 1588 Wind Load, W 2440 Seismic Load, E 1672 Seismic Load, E 2515 Seismic Load, E 2220 Max [0.6W, 0.7E*1.25] 1902 Max [0.6W, 0.7E*1.25] 2861 Max [0.6W, 0.7E*1.25] 2525 Diaphragm Length 17.92 106 Lumber Size Capacity Diaphragm Length 17.92 160 Lumber Size Capacity Diaphragm Length 17.92 141 Lumber Size Capacity Total Shear Wall Length 6.50 293 (2) 2x4 9660 Total Shear Wall Length 2.00 1430 (2) 2x4 9660 Total Shear Wall Length 6.75 374 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Y 6.500 -1212 Y (1) CS16 2.917 466 Y 6.750 -1574 Y (1) CS16 11.417 0 Y 2 -2076 Y (1) CS14 11.167 0 0 13.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 51 Strong Wall Calculation Shear Line A.1 HFX-12x8 V (lbs) (in) T (lbs) Seismic 1480 0.223 19595 Wind 1480 0.224 19595 Demand V (lbs) ASD Va (lbs) Seismic 1941 0.7E 1766 Wind 1877 0.6W 1126 Stiffness Relative Rigidity HFX-12x8 V/ (lbs/in)Ri / R H (ft) b (ft) V (lbs) T (lbs) V (lbs) T (lbs) 6637 0.50 8 1 883 9975 563 6358 OK OK OK OK Stiffness Relative Rigidity HFX-12x8 V/ (lbs/in)Ri / R H (ft) b (ft) V (lbs) T (lbs) V (lbs) T (lbs) 6637 0.50 8 1 883 9975 563 6358 Seismic Wind Seismic Wind 52 Strong Wall Calculation Shear Line E.1 HFX-18x8 V (lbs) (in) T (lbs) Seismic 2695 0.224 20985 Wind 2750 0.228 21615 Demand V (lbs) ASD Va (lbs) Seismic 2148 0.7E 1955 Wind 1588 0.6W 953 Stiffness Relative Rigidity HFX-18x8 V/ (lbs/in)Ri / R H (ft) b (ft) V (lbs) T (lbs) V (lbs) T (lbs) 12031 1.00 8 1.5 1955 14716 953 7175 OK OK OK OK Seismic Wind 53 Strong Wall Calculation Shear Line 2.2 HFX-18x8 V (lbs) (in) T (lbs) Seismic 2275 0.404 14875 Wind 2740 0.512 18030 Demand V (lbs) ASD Va (lbs) Seismic 1672 0.7E 1521 Wind 768 0.6W 461 Stiffness Relative Rigidity HFX-18x8 V/ (lbs/in)Ri / R H (ft) b (ft) V (lbs) T (lbs) V (lbs) T (lbs) 5631 1.00 8 1.5 1521 11455 461 3468 OK OK OK OK Seismic Wind 54 Strong Wall Calculation Shear Line 1.1 HFX-12x8 V (lbs) (in) T (lbs) Seismic 1480 0.223 19595 Wind 1480 0.224 19595 Demand V (lbs) ASD Va (lbs) Seismic 628 0.7E 571 Wind 1402 0.6W 841 Stiffness Relative Rigidity HFX-12x8 V/ (lbs/in)Ri / R H (ft) b (ft) V (lbs) T (lbs) V (lbs) T (lbs) 6637 1.00 8 1 571 6453 841 9504 OK OK OK OK Seismic Wind 55 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:A.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt Factor= =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c 375.0 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :  #  Load Combination SCE 7-16 Cross Section & Reinforcing Details Rectan ular Section Width = 24.0 in Hei ht = 18.0 in S an #1 Reinforcin .... 3-#5 at 3.0 in from Bottom from 0.0 to 15.0 ft in this s an 3-#5 at 3.0 in from Top, from 0.0 to 15.0 ft in this span Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self wei ht calculated and added to loads Load for S an Number 1 Moment : W = 10.597, E = 10.961 k-ft, Location = 1.50 ft from left end of this s an Uniform Load : D = 0.0150, L = 0.040 ksf, Tributar Width = 2.0 ft, Floor Moment : W = 10.597, E = 10.961 k-ft, Location = 13.50 ft from left end of this s an, Floor Point Load : D = 0.2450, L = 0.8250 k 2.0 ft Point Load : D = 0.2450, L = 0.8250 k 13.0 f Uniform Load : D = 0.0150, L = 0.060 ksf, Tributar Width = 5.0 ft, Deck Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.397 : 1 Load Combination +1.412D+L-2.50E Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.558 ksf at 0.00 ft LdComb: +D+L llowable Soil Pressure =OK1.50 ksf Location of maximum on span 13.412 ft Mn * Phi : Allowable 64.587 k-ft Typical SectionSection used for this span Mu : Applied 25.634 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.015 in Max Upward Total Deflection 0.006 in Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatio 56 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:A.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Span # ending Stress Results ( k-ft Location (ft)Load Combination Mu : Max tress RatiSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 13.412 25.63 64.59 0.40 +1.40D Span # 1 1 13.059 0.11 64.59 0.00 +1.20D+1.60L Span # 1 1 13.059 0.53 64.59 0.01 +1.20D+L Span # 1 1 13.059 0.37 64.59 0.01 +1.20D+0.50W Span # 1 1 1.588 4.97 64.59 0.08 +1.20D-0.50W Span # 1 1 13.412 4.97 64.59 0.08 +1.20D+L+W Span # 1 1 1.588 10.06 64.59 0.16 +1.20D+L-W Span # 1 1 13.412 10.06 64.59 0.16 +0.90D+W Span # 1 1 1.588 9.86 64.59 0.15 +0.90D-W Span # 1 1 13.412 9.86 64.59 0.15 +1.412D+L+2.50E Span # 1 1 1.588 25.63 64.59 0.40 +1.412D+L-2.50E Span # 1 1 13.412 25.63 64.59 0.40 +0.6880D+2.50E Span # 1 1 1.588 25.41 64.59 0.39 +0.6880D-2.50E Span # 1 1 13.412 25.41 64.59 0.39 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored L Span 1 1 0.0155 0.000 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored D Only 1 0.0081 0.000 0.0000 0.000 +D+L 1 0.0155 0.000 0.0000 0.000 +D+0.750L 1 0.0137 0.000 0.0000 0.000 1 0.0060 7.500 0.0000 0.000 L Only 1 0.0134 0.000 0.0000 0.000 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 0.00 15.00 0.26 0.26 0.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.18 15.00 0.61 0.61 0.03 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.35 15.00 0.94 0.94 0.12 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.53 15.00 1.26 1.26 0.28 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.71 15.00 1.57 1.57 0.48 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.88 15.00 1.86 1.86 0.74 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.06 15.00 2.14 2.14 1.06 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.24 15.00 2.41 2.41 1.42 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.41 15.00 2.67 2.67 1.83 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.59 15.00 2.91 2.91 25.11 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.76 15.00 3.14 3.14 24.62 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.94 15.00 3.36 3.36 24.08 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 2.12 15.00 -3.71 3.71 24.27 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 2.29 15.00 -3.84 3.84 23.60 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 2.47 15.00 -3.97 3.97 22.91 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 2.65 15.00 -4.08 4.08 22.19 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 2.82 15.00 -4.19 4.19 21.46 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.00 15.00 -4.29 4.29 20.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.18 15.00 -4.38 4.38 19.93 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.35 15.00 -4.47 4.47 19.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.53 15.00 -4.54 4.54 18.34 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.71 15.00 -4.61 4.61 17.52 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 3.88 15.00 -4.68 4.68 16.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 4.06 15.00 -4.74 4.74 15.85 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.0057 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:A.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L+2.50E 1 4.24 15.00 -4.79 4.79 15.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 4.41 15.00 -4.84 4.84 14.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 4.59 15.00 -4.88 4.88 13.28 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 4.76 15.00 -4.91 4.91 12.40 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 4.94 15.00 -4.95 4.95 11.52 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 5.12 15.00 -4.97 4.97 10.63 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 5.29 15.00 -5.00 5.00 9.74 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 5.47 15.00 -5.02 5.02 8.84 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 5.65 15.00 -5.03 5.03 7.94 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 5.82 15.00 -5.04 5.04 7.04 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 6.00 15.00 -5.05 5.05 6.13 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 6.18 15.00 -5.05 5.05 5.23 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 6.35 15.00 -5.06 5.06 4.32 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.6880D-2.50E 1 6.53 15.00 5.06 5.06 5.13 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.6880D-2.50E 1 6.71 15.00 5.08 5.08 4.24 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.6880D-2.50E 1 6.88 15.00 5.10 5.10 3.35 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.06 15.00 5.11 5.11 3.78 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.24 15.00 5.14 5.14 2.89 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.41 15.00 5.16 5.16 2.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.59 15.00 5.18 5.18 1.10 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.76 15.00 5.19 5.19 0.21 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 7.94 15.00 5.21 5.21 0.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 8.12 15.00 5.22 5.22 1.60 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 8.29 15.00 5.22 5.22 2.51 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 8.47 15.00 5.23 5.23 3.41 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 8.65 15.00 5.22 5.22 4.32 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 8.82 15.00 5.22 5.22 5.23 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.00 15.00 5.21 5.21 6.13 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.18 15.00 5.20 5.20 7.04 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.35 15.00 5.19 5.19 7.94 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.53 15.00 5.17 5.17 8.84 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.71 15.00 5.14 5.14 9.74 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 9.88 15.00 5.12 5.12 10.63 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.06 15.00 5.08 5.08 11.52 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.24 15.00 5.05 5.05 12.40 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.41 15.00 5.01 5.01 13.28 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.59 15.00 4.96 4.96 14.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.76 15.00 4.91 4.91 15.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 10.94 15.00 4.85 4.85 15.85 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 11.12 15.00 4.78 4.78 16.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 11.29 15.00 4.71 4.71 17.52 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 11.47 15.00 4.64 4.64 18.34 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 11.65 15.00 4.55 4.55 19.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 11.82 15.00 4.46 4.46 19.93 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.00 15.00 4.36 4.36 20.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.18 15.00 4.25 4.25 21.46 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.35 15.00 4.14 4.14 22.19 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.53 15.00 4.01 4.01 22.91 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.71 15.00 3.88 3.88 23.60 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 12.88 15.00 3.73 3.73 24.27 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.06 15.00 -2.97 2.97 24.08 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.24 15.00 -2.74 2.74 24.62 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.41 15.00 -2.50 2.50 25.11 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.59 15.00 -2.24 2.24 1.83 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.76 15.00 -1.97 1.97 1.42 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 13.94 15.00 -1.69 1.69 1.06 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 14.12 15.00 -1.40 1.40 0.74 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 14.29 15.00 -1.09 1.09 0.48 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.6880D-2.50E 1 14.47 15.00 0.79 0.79 0.24 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.6880D-2.50E 1 14.65 15.00 0.50 0.50 0.11 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 14.82 15.00 0.23 0.23 0.02 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 58 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:E.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt Factor= =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c 375.0 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :  #  Load Combination SCE 7-16 Cross Section & Reinforcing Details Rectan ular Section Width = 24.0 in Hei ht = 18.0 in S an #1 Reinforcin .... 3-#5 at 3.0 in from Bottom from 0.0 to 7.0 ft in this s an 3-#5 at 3.0 in from Top, from 0.0 to 7.0 ft in this span Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self wei ht calculated and added to loads Load for S an Number 1 Moment : W = 11.959, E = 16.172 k-ft, Location = 3.083 ft from left end of this s an Uniform Load : D = 0.0150, L = 0.040 ksf, Tributar Width = 1.330 ft, Floor Point Load : W = -1.050, E = -2.058 k 0.50 ft Point Load : W = 1.050, E = 2.058 k 6.50 ft Uniform Load : D = 0.0150 ksf, Tributar Width = 16.0 ft, Wall Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.369 : 1 Load Combination +1.412D+L-2.50E Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.374 ksf at 3.50 ft LdComb: +D+L llowable Soil Pressure =OK1.50 ksf Location of maximum on span 3.129 ft Mn * Phi : Allowable 64.587 k-ft Typical SectionSection used for this span Mu : Applied -23.859 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.010 in Max Upward Total Deflection 0.006 in Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatio 59 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:E.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Span # ending Stress Results ( k-ft Location (ft)Load Combination Mu : Max tress RatiSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 6.918 -0.03 64.59 0.00 +1.40D Span # 1 1 6.918 -0.00 64.59 0.00 +1.20D+1.60L Span # 1 1 6.918 -0.00 64.59 0.00 +1.20D+L Span # 1 1 6.918 -0.00 64.59 0.00 +1.20D+0.50W Span # 1 1 3.129 3.50 64.59 0.05 +1.20D-0.50W Span # 1 1 6.918 -0.00 64.59 0.00 +1.20D+L+W Span # 1 1 3.129 7.01 64.59 0.11 +1.20D+L-W Span # 1 1 6.918 -0.01 64.59 0.00 +0.90D+W Span # 1 1 3.129 7.01 64.59 0.11 +0.90D-W Span # 1 1 6.918 -0.01 64.59 0.00 +1.412D+L+2.50E Span # 1 1 3.129 23.86 64.59 0.37 +1.412D+L-2.50E Span # 1 1 6.918 -0.03 64.59 0.00 +0.6880D+2.50E Span # 1 1 3.129 23.86 64.59 0.37 +0.6880D-2.50E Span # 1 1 6.918 -0.03 64.59 0.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored L Span 1 1 0.0104 3.500 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored D Only 1 0.0097 3.500 0.0000 0.000 +D+L 1 0.0104 3.500 0.0000 0.000 +D+0.750L 1 0.0102 3.500 0.0000 0.000 1 0.0060 3.500 0.0000 0.000 L Only 1 0.0068 3.500 0.0000 0.000 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 0.00 15.00 0.40 0.40 0.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.08 15.00 1.10 1.10 0.03 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.16 15.00 1.79 1.79 0.12 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.25 15.00 2.46 2.46 0.26 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.33 15.00 3.11 3.11 0.46 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.41 15.00 3.75 3.75 0.71 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.49 15.00 4.36 4.36 1.02 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 0.58 15.00 0.25 0.25 0.98 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.66 15.00 0.41 0.41 0.97 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.74 15.00 0.98 0.98 1.00 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.82 15.00 1.53 1.53 1.07 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.91 15.00 2.06 2.06 1.20 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.99 15.00 2.58 2.58 1.36 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.07 15.00 3.08 3.08 1.57 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.15 15.00 3.56 3.56 1.82 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.24 15.00 4.03 4.03 2.11 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.32 15.00 4.48 4.48 2.44 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.40 15.00 4.91 4.91 2.81 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.48 15.00 5.33 5.33 3.21 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.56 15.00 5.73 5.73 3.65 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.65 15.00 6.11 6.11 4.12 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.73 15.00 6.47 6.47 4.62 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.81 15.00 6.82 6.82 5.15 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 1.89 15.00 7.15 7.15 5.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.0060 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:E.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 1.98 15.00 7.47 7.47 6.29 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.06 15.00 7.76 7.76 6.90 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.14 15.00 8.04 8.04 7.54 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.22 15.00 8.31 8.31 8.20 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.31 15.00 8.55 8.55 8.88 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.39 15.00 8.78 8.78 9.58 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.47 15.00 8.99 8.99 10.30 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.55 15.00 9.19 9.19 11.04 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.64 15.00 9.36 9.36 11.79 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.72 15.00 9.52 9.52 12.56 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.80 15.00 9.67 9.67 13.34 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.88 15.00 9.79 9.79 14.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 2.96 15.00 9.90 9.90 14.94 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.05 15.00 9.99 9.99 15.75 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.13 15.00 10.06 10.06 23.86 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.21 15.00 10.12 10.12 23.03 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.29 15.00 10.16 10.16 22.20 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.38 15.00 10.18 10.18 21.37 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.46 15.00 10.19 10.19 20.53 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.54 15.00 10.17 10.17 19.70 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.62 15.00 10.15 10.15 18.86 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.71 15.00 10.10 10.10 18.03 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.79 15.00 10.04 10.04 17.20 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.87 15.00 9.96 9.96 16.38 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.95 15.00 9.86 9.86 15.56 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.04 15.00 9.74 9.74 14.75 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.12 15.00 9.61 9.61 13.95 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.20 15.00 9.47 9.47 13.16 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.28 15.00 9.30 9.30 12.39 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.36 15.00 9.12 9.12 11.62 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.45 15.00 8.92 8.92 10.87 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.53 15.00 8.71 8.71 10.14 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.61 15.00 8.48 8.48 9.43 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.69 15.00 8.23 8.23 8.73 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.78 15.00 7.96 7.96 8.06 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.86 15.00 7.68 7.68 7.41 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 4.94 15.00 7.38 7.38 6.78 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.02 15.00 7.07 7.07 6.17 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.11 15.00 6.74 6.74 5.59 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.19 15.00 6.39 6.39 5.04 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.27 15.00 6.02 6.02 4.52 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.35 15.00 5.64 5.64 4.02 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.44 15.00 5.24 5.24 3.56 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.52 15.00 4.83 4.83 3.13 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.60 15.00 4.40 4.40 2.74 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.68 15.00 3.95 3.95 2.38 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.76 15.00 3.49 3.49 2.06 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.85 15.00 3.01 3.01 1.77 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 5.93 15.00 2.51 2.51 1.53 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.01 15.00 1.99 1.99 1.32 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.09 15.00 1.46 1.46 1.16 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.18 15.00 0.92 0.92 1.05 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L-W 1 6.26 15.00 0.38 0.38 0.31 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 6.34 15.00 0.30 0.30 0.95 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L+2.50E 1 6.42 15.00 0.90 0.90 0.97 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.51 15.00 3.71 3.71 1.01 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.59 15.00 3.08 3.08 0.71 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.67 15.00 2.43 2.43 0.46 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.75 15.00 1.77 1.77 0.26 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.84 15.00 1.09 1.09 0.12 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 6.92 15.00 0.39 0.39 0.03 1.00 29.14 Vu < PhiVc/2 Not Reqd 0.00 0.00 61 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2.2 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt Factor= =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c 375.0 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :  #  Load Combination SCE 7-16 Cross Section & Reinforcing Details Rectan ular Section Width = 18.0 in Hei ht = 18.0 in S an #1 Reinforcin .... 3-#5 at 3.0 in from Bottom from 0.0 to 4.0 ft in this s an 3-#5 at 3.0 in from Top, from 0.0 to 4.0 ft in this span Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self wei ht calculated and added to loads Load for S an Number 1 Moment : W = 5.780, E = 12.587 k-ft, Location = 1.209 ft from left end of this s an Uniform Load : D = 0.0150, L = 0.040 ksf, Tributar Width = 1.330 ft, Floor Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributar Width = 10.0 ft, Roof Uniform Load : D = 0.0150 ksf, Tributar Width = 8.0 ft, Wall Moment : W = 5.780, E = 12.587 k-ft, Location = 2.792 ft from left end of this s an, Wall Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.282 : 1 Load Combination +1.412D+L-2.50E Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.544 ksf at 2.00 ft LdComb: +D+Lr llowable Soil Pressure =OK1.50 ksf Location of maximum on span 1.224 ft Mn * Phi : Allowable 61.744 k-ft Typical SectionSection used for this span Mu : Applied -17.403 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.015 in Max Upward Total Deflection 0.006 in Shear Stirrup Requirements Between 0.00 to 0.52 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 0.56 to 3.39 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use stirrups spaced at 7.500 in Between 3.44 to 3.91 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatio 62 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2.2 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Span # ending Stress Results ( k-ft Location (ft)Load Combination Mu : Max tress RatiSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 3.953 -0.03 61.74 0.00 +1.40D Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+0.50Lr+1.60L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60Lr+L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60Lr+0.50W Span # 1 1 2.824 1.21 61.74 0.02 +1.20D+1.60Lr-0.50W Span # 1 1 2.776 1.60 61.74 0.03 +1.20D+L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+0.50W Span # 1 1 2.824 1.21 61.74 0.02 +1.20D-0.50W Span # 1 1 2.776 1.60 61.74 0.03 +1.20D+0.50Lr+L+W Span # 1 1 2.824 2.41 61.74 0.04 +1.20D+0.50Lr+L-W Span # 1 1 2.776 3.20 61.74 0.05 +1.20D+L+W Span # 1 1 2.824 2.41 61.74 0.04 +1.20D+L-W Span # 1 1 2.776 3.20 61.74 0.05 +0.90D+W Span # 1 1 2.824 2.41 61.74 0.04 +0.90D-W Span # 1 1 2.776 3.20 61.74 0.05 +1.412D+L+2.50E Span # 1 1 2.824 13.13 61.74 0.21 +1.412D+L-2.50E Span # 1 1 2.776 17.40 61.74 0.28 +0.6880D+2.50E Span # 1 1 2.824 13.13 61.74 0.21 +0.6880D-2.50E Span # 1 1 2.776 17.40 61.74 0.28 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored L Span 1 1 0.0151 2.000 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored D Only 1 0.0114 2.000 0.0000 0.000 +D+L 1 0.0124 2.000 0.0000 0.000 +D+Lr 1 0.0151 2.000 0.0000 0.000 +D+0.750Lr+0.750L 1 0.0149 2.000 0.0000 0.000 +D+0.750L 1 0.0122 2.000 0.0000 0.000 Lr Only 1 0.0097 2.000 0.0000 0.000 L Only 1 0.0070 2.000 0.0000 0.000 1 0.0060 2.000 0.0000 0.000 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 0.00 15.00 0.57 0.57 0.00 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.05 15.00 1.66 1.66 0.03 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.09 15.00 2.72 2.72 0.10 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.14 15.00 3.75 3.75 0.23 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.19 15.00 4.75 4.75 0.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.24 15.00 5.73 5.73 0.63 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.28 15.00 6.69 6.69 0.90 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.33 15.00 7.61 7.61 1.21 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.38 15.00 8.52 8.52 1.57 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.0063 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2.2 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 0.42 15.00 9.39 9.39 1.97 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.47 15.00 10.24 10.24 2.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.52 15.00 11.06 11.06 2.89 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 0.56 15.00 11.86 11.86 3.41 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.61 15.00 12.63 12.63 3.97 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.66 15.00 13.38 13.38 4.56 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.71 15.00 14.09 14.09 5.19 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.75 15.00 14.79 14.79 5.85 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.80 15.00 15.45 15.45 6.55 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.85 15.00 16.09 16.09 7.27 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.89 15.00 16.71 16.71 8.03 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.94 15.00 17.29 17.29 8.81 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 0.99 15.00 17.86 17.86 9.63 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.04 15.00 18.39 18.39 10.47 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.08 15.00 18.90 18.90 11.33 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.13 15.00 19.38 19.38 12.22 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.18 15.00 19.84 19.84 13.13 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.22 15.00 20.27 20.27 17.40 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.27 15.00 20.68 20.68 16.45 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.32 15.00 21.06 21.06 15.48 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.36 15.00 21.41 21.41 14.49 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.41 15.00 21.74 21.74 13.48 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.46 15.00 22.04 22.04 12.46 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.51 15.00 22.31 22.31 11.42 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.55 15.00 22.56 22.56 10.37 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 1.60 15.00 22.78 22.78 9.31 1.00 22.73 Vu > PhiVc 0.05447 0.00 7.50 +1.412D+L-2.50E 1 1.65 15.00 22.98 22.98 8.24 1.00 22.73 Vu > PhiVc 0.2503 0.00 7.50 +1.412D+L-2.50E 1 1.69 15.00 23.14 23.14 7.16 1.00 22.73 Vu > PhiVc 0.420 0.00 7.50 +1.412D+L-2.50E 1 1.74 15.00 23.29 23.29 6.07 1.00 22.73 Vu > PhiVc 0.5635 0.00 7.50 +1.412D+L-2.50E 1 1.79 15.00 23.41 23.41 4.98 1.00 22.73 Vu > PhiVc 0.6810 0.00 7.50 +1.412D+L-2.50E 1 1.84 15.00 23.50 23.50 3.88 1.00 22.73 Vu > PhiVc 0.7724 0.00 7.50 +1.412D+L-2.50E 1 1.88 15.00 23.56 23.56 2.77 1.00 22.73 Vu > PhiVc 0.8376 0.00 7.50 +1.412D+L-2.50E 1 1.93 15.00 23.60 23.60 1.67 1.00 22.73 Vu > PhiVc 0.8768 0.00 7.50 +1.412D+L-2.50E 1 1.98 15.00 23.61 23.61 0.56 1.00 22.73 Vu > PhiVc 0.8898 0.00 7.50 +1.412D+L-2.50E 1 2.02 15.00 23.60 23.60 0.56 1.00 22.73 Vu > PhiVc 0.8768 0.00 7.50 +1.412D+L-2.50E 1 2.07 15.00 23.56 23.56 1.67 1.00 22.73 Vu > PhiVc 0.8376 0.00 7.50 +1.412D+L-2.50E 1 2.12 15.00 23.50 23.50 2.77 1.00 22.73 Vu > PhiVc 0.7724 0.00 7.50 +1.412D+L-2.50E 1 2.16 15.00 23.41 23.41 3.88 1.00 22.73 Vu > PhiVc 0.6810 0.00 7.50 +1.412D+L-2.50E 1 2.21 15.00 23.29 23.29 4.98 1.00 22.73 Vu > PhiVc 0.5635 0.00 7.50 +1.412D+L-2.50E 1 2.26 15.00 23.14 23.14 6.07 1.00 22.73 Vu > PhiVc 0.420 0.00 7.50 +1.412D+L-2.50E 1 2.31 15.00 22.98 22.98 7.16 1.00 22.73 Vu > PhiVc 0.2503 0.00 7.50 +1.412D+L-2.50E 1 2.35 15.00 22.78 22.78 8.24 1.00 22.73 Vu > PhiVc 0.05447 0.00 7.50 +1.412D+L-2.50E 1 2.40 15.00 22.56 22.56 9.31 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.45 15.00 22.31 22.31 10.37 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.49 15.00 22.04 22.04 11.42 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.54 15.00 21.74 21.74 12.46 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.59 15.00 21.41 21.41 13.48 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.64 15.00 21.06 21.06 14.49 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.68 15.00 20.68 20.68 15.48 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.73 15.00 20.27 20.27 16.45 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.78 15.00 19.84 19.84 17.40 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.82 15.00 19.38 19.38 13.13 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.87 15.00 18.90 18.90 12.22 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.92 15.00 18.39 18.39 11.33 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 2.96 15.00 17.86 17.86 10.47 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.01 15.00 17.29 17.29 9.63 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.06 15.00 16.71 16.71 8.81 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.11 15.00 16.09 16.09 8.03 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.15 15.00 15.45 15.45 7.27 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.20 15.00 14.79 14.79 6.55 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.25 15.00 14.09 14.09 5.85 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.29 15.00 13.38 13.38 5.19 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.34 15.00 12.63 12.63 4.56 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.39 15.00 11.86 11.86 3.97 1.00 22.73 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50 +1.412D+L-2.50E 1 3.44 15.00 11.06 11.06 3.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.48 15.00 10.24 10.24 2.89 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.53 15.00 9.39 9.39 2.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.58 15.00 8.52 8.52 1.97 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 64 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2.2 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.412D+L-2.50E 1 3.62 15.00 7.61 7.61 1.57 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.67 15.00 6.69 6.69 1.21 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.72 15.00 5.73 5.73 0.90 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.76 15.00 4.75 4.75 0.63 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.81 15.00 3.75 3.75 0.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.86 15.00 2.72 2.72 0.23 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.91 15.00 1.66 1.66 0.10 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.412D+L-2.50E 1 3.95 15.00 0.57 0.57 0.03 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 65 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt Factor= =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c 375.0 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :  #  Load Combination SCE 7-16 Cross Section & Reinforcing Details Rectan ular Section Width = 18.0 in Hei ht = 18.0 in S an #1 Reinforcin .... 3-#5 at 3.0 in from Bottom from 0.0 to 4.0 ft in this s an 3-#5 at 3.0 in from Top, from 0.0 to 4.0 ft in this span Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self wei ht calculated and added to loads Load for S an Number 1 Moment : W = 15.840, E = 7.091 k-ft, Location = 2.0 ft from left end of this s an Uniform Load : D = 0.0150, L = 0.040 ksf, Tributar Width = 1.330 ft, Floor Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributar Width = 10.0 ft, Roof Uniform Load : D = 0.0150 ksf, Tributar Width = 8.0 ft, Wall Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.141 : 1 Load Combination +1.486D+L-2.50E Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.544 ksf at 2.00 ft LdComb: +D+Lr llowable Soil Pressure =OK1.50 ksf Location of maximum on span 2.024 ft Mn * Phi : Allowable 61.744 k-ft Typical SectionSection used for this span Mu : Applied -8.707 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.015 in Max Upward Total Deflection 0.006 in Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatio Span # ending Stress Results ( k-ft Location (ft)Load Combination Mu : Max tress RatiSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 3.953 -0.01 61.74 0.00 66 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Span # ending Stress Results ( k-ft Location (ft)Load Combination Mu : Max tress RatiSegment Length Phi*Mnxin Span +1.40D Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+0.50Lr+1.60L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60Lr+L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+1.60Lr+0.50W Span # 1 1 2.024 3.89 61.74 0.06 +1.20D+1.60Lr-0.50W Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+L Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+0.50W Span # 1 1 2.024 3.89 61.74 0.06 +1.20D-0.50W Span # 1 1 3.953 -0.00 61.74 0.00 +1.20D+0.50Lr+L+W Span # 1 1 2.024 7.78 61.74 0.13 +1.20D+0.50Lr+L-W Span # 1 1 3.953 -0.01 61.74 0.00 +1.20D+L+W Span # 1 1 2.024 7.78 61.74 0.13 +1.20D+L-W Span # 1 1 3.953 -0.01 61.74 0.00 +0.90D+W Span # 1 1 2.024 7.78 61.74 0.13 +0.90D-W Span # 1 1 3.953 -0.01 61.74 0.00 +1.486D+L+2.50E Span # 1 1 2.024 8.71 61.74 0.14 +1.486D+L-2.50E Span # 1 1 3.953 -0.01 61.74 0.00 +0.6142D+2.50E Span # 1 1 2.024 8.71 61.74 0.14 +0.6142D-2.50E Span # 1 1 3.953 -0.01 61.74 0.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored L Span 1 1 0.0151 2.000 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored D Only 1 0.0114 2.000 0.0000 0.000 +D+L 1 0.0124 2.000 0.0000 0.000 +D+Lr 1 0.0151 2.000 0.0000 0.000 +D+0.750Lr+0.750L 1 0.0149 2.000 0.0000 0.000 +D+0.750L 1 0.0122 2.000 0.0000 0.000 Lr Only 1 0.0097 2.000 0.0000 0.000 L Only 1 0.0070 2.000 0.0000 0.000 1 0.0060 2.000 0.0000 0.000 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.486D+L-2.50E 1 0.00 15.00 0.18 0.18 0.00 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.05 15.00 0.48 0.48 0.01 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.09 15.00 0.78 0.78 0.03 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.14 15.00 1.07 1.07 0.06 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.19 15.00 1.35 1.35 0.11 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.24 15.00 1.63 1.63 0.18 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.28 15.00 1.90 1.90 0.25 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.33 15.00 2.16 2.16 0.34 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.38 15.00 2.41 2.41 0.44 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.42 15.00 2.66 2.66 0.55 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.47 15.00 2.90 2.90 0.68 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.0067 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.486D+L-2.50E 1 0.52 15.00 3.13 3.13 0.81 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.56 15.00 3.35 3.35 0.96 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.61 15.00 3.57 3.57 1.12 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.66 15.00 3.78 3.78 1.28 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.71 15.00 3.98 3.98 1.46 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.75 15.00 4.18 4.18 1.65 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.80 15.00 4.37 4.37 1.84 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.85 15.00 4.55 4.55 2.05 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.89 15.00 4.72 4.72 2.26 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.94 15.00 4.88 4.88 2.48 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 0.99 15.00 5.04 5.04 2.71 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.04 15.00 5.19 5.19 2.95 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.08 15.00 5.34 5.34 3.19 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.13 15.00 5.47 5.47 3.44 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.18 15.00 5.60 5.60 3.70 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.22 15.00 5.72 5.72 3.96 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.27 15.00 5.84 5.84 4.23 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.32 15.00 5.95 5.95 4.50 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.36 15.00 6.04 6.04 4.78 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.41 15.00 6.14 6.14 5.07 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.46 15.00 6.22 6.22 5.35 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.51 15.00 6.30 6.30 5.65 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.55 15.00 6.37 6.37 5.94 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.60 15.00 6.43 6.43 6.24 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.65 15.00 6.49 6.49 6.54 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.69 15.00 6.54 6.54 6.85 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.74 15.00 6.58 6.58 7.15 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.79 15.00 6.61 6.61 7.46 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.84 15.00 6.64 6.64 7.77 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.88 15.00 6.65 6.65 8.08 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.93 15.00 6.66 6.66 8.39 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 1.98 15.00 6.67 6.67 8.71 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.02 15.00 6.66 6.66 8.71 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.07 15.00 6.65 6.65 8.39 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.12 15.00 6.64 6.64 8.08 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.16 15.00 6.61 6.61 7.77 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.21 15.00 6.58 6.58 7.46 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.26 15.00 6.54 6.54 7.15 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.31 15.00 6.49 6.49 6.85 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.35 15.00 6.43 6.43 6.54 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.40 15.00 6.37 6.37 6.24 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.45 15.00 6.30 6.30 5.94 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.49 15.00 6.22 6.22 5.65 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.54 15.00 6.14 6.14 5.35 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.59 15.00 6.04 6.04 5.07 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.64 15.00 5.95 5.95 4.78 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.68 15.00 5.84 5.84 4.50 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.73 15.00 5.72 5.72 4.23 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.78 15.00 5.60 5.60 3.96 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.82 15.00 5.47 5.47 3.70 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.87 15.00 5.34 5.34 3.44 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.92 15.00 5.19 5.19 3.19 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 2.96 15.00 5.04 5.04 2.95 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.01 15.00 4.88 4.88 2.71 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.06 15.00 4.72 4.72 2.48 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.11 15.00 4.55 4.55 2.26 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.15 15.00 4.37 4.37 2.05 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.20 15.00 4.18 4.18 1.84 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.25 15.00 3.98 3.98 1.65 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.29 15.00 3.78 3.78 1.46 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.34 15.00 3.57 3.57 1.28 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.39 15.00 3.35 3.35 1.12 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.44 15.00 3.13 3.13 0.96 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.48 15.00 2.90 2.90 0.81 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.53 15.00 2.66 2.66 0.68 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.58 15.00 2.41 2.41 0.55 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.62 15.00 2.16 2.16 0.44 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.67 15.00 1.90 1.90 0.34 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 68 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1.1 - GRADE BEAM Project File: Member Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.486D+L-2.50E 1 3.72 15.00 1.63 1.63 0.25 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.76 15.00 1.35 1.35 0.18 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.81 15.00 1.07 1.07 0.11 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.86 15.00 0.78 0.78 0.06 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.91 15.00 0.48 0.48 0.03 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.486D+L-2.50E 1 3.95 15.00 0.18 0.18 0.01 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 69 Spread Footing Load Soil Bearing Pressure q =1500 psf D Lr L Snow Roof (vaulted)15 20 0 0 Roof 10 20 0 0 Floor 15 0 40 0 Ceiling 5 0 10 0 Exterior Wall 15 0 0 0 Interior Wall 10 0 0 0 Floor 15 0 40 0 Deck/Balcony 15 0 60 0 1 2 3 4 A B C D E F Tributary Roof (vaulted)10 10 10 10 Roof 10 10 10 10 Floor 1.33 1.33 1.33 4.63 4.63 1.33 Ceiling 1.33 1.33 9 9 Exterior Wall 8 16 16 16 16 16 8 16 8 Interior Wall 8 8 Floor Deck/Balcony 1.33 1.33 2.5 2.5 D (plf)452 612 847 747 615 834 490 487 747 490 Lr (plf)200 200 200 200 0 200 200 0 200 200 L (plf)13 146 133 53 150 335 90 185 53 90 S (plf) 0 0 0 0 0 0 0 0 0 0 Grid Line 1 2 3 4 A B C D E F Control Combination D+Lr D+0.75L+0.75Lr D+0.75L+0.75Lr D+Lr D+L D+0.75L+0.75Lr D+0.75L+0.75Lr D+L D+Lr D+0.75L+0.75Lr Load (plf)652 871 1097 947 765 1236 708 672 947 708 Wall Width (in)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Loaction of wall (in)6.00 6.00 9.00 9.00 9.00 9.00 6.00 9.00 9.00 6.00 Moment of Wall (lb-ft / ft) 326 436 823 711 574 927 354 504 711 354 Stem Depth (ft) Stem Width (ft) Footing Depth (ft)1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Footing Width (ft)1.0 1.0 1.5 1.5 1.5 1.5 1.0 1.5 1.5 1.0 Concrete Weight (plf) 225 225 338 338 338 338 225 338 338 225 Pstem (plf)0 0 0 0 0 0 0 0 0 0 Pfooting (plf)225 225 338 338 338 338 225 338 338 225 Mstem+Mfooting (lb-ft / ft)113 113 253 253 253 253 113 253 253 113 Mtotal (lb-ft / ft)438 548 1076 964 827 1180 466 757 964 466 Ptotal (plf)877 1096 1435 1285 1103 1573 933 1009 1285 933 Mtotal / Ptotal (ft)0.5 0.5 0.8 0.8 0.8 0.8 0.5 0.8 0.8 0.5 e (ft)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L/6 (ft)0.17 0.17 0.25 0.25 0.25 0.25 0.17 0.25 0.25 0.17 q (psf)877 1096 956 857 735 1049 933 673 857 933 Allow Point Load (lbs) 3740 2422 4892 5790 6885 4061 3405 7444 5790 3405 C+ 4D D C 70 PAD SCHEDULE Soil Pressure q =1500 psf Symbol Square Depth Rebar Quantity (Each Way)Rebar Size Bearing Capacity P18 18'' 18''3 #4 2869 P24 24'' 18''3 #5 5100 P30 30'' 18''4 #5 7969 71 BACK TO BACK REINFORCED ANCHORAGE (BB -RA) REINFORCED ANCHORAGE (RA) UNREINFORCED ANCHORAGE (UA) 1. DESIGNS ARE TO RESIST LOADING PER A 1��1�.�Q.¢�. UI ing gen y 9 STD INDICATES ANCHORS COMPLYING W TH A:S�}vi (; b.h Model Panel Width Anchorage 1 Rod Dia Rod 2,3 BB -RA Stirrups 9 Shear7 1e4 Cal Ca2 (in) (in) Grade (in) (in) (in) (in) Ties # 3 (min) HFX-9x 9 1-1/8-STD-BB-RA STD 15 8 - # 4 @ 19-3/4 3-3/4" OC HFX-12x 12 1-1/8-STD-BB-RA STD 13 - # 4 # 3 (min) @ 4" OC 1-1/8-HS-BB-RA HS HFX-15x 15 1-1/8-STD-BB-RA STD 14 - # 4 1-1/8-HS-BB-RA HS 1-1/8 11 HFX-18x 18 1-1/8-STD-BB-RA STD 23 15 - # 4 1-1/8-HS-BB-RA HS 20-5/8 # 4 (min) @ 4„ OC H FX-21 x 21 1-1/8-STD-BB-RA STD 16 - # 4 1-1/8-HS-BB-RA HS H FX-24x 24 1-1/8-STD-BB-RA 18 - # 4 1-1/8-HS-BB-RA M Model Panel Width Anchorage 1 Rod Dia Rod 2,3 RA Stirrups 9 Shear7 le4 Cal Ca26 (in) (in) Grade (in) (in) (in) (in) Ties # 3 (min) H FX-9x 9 1-1/8-STD-RA STD 8 - # 4 @ 19-3/4 3-3/4" OC HFX-12x 12 1-1/8-STD-RA STD 9 - # 4 1-1/8-HS-RA HS # 3 (min) HFX-15x 15 1-1/8-STD-RA STD 1-1/8-HS-RA HS @ 4" OC 1-1/8 15 11 10-#4 HFX-18x 18 1-1/8-STD-RA STD 1-1/8-HS-RA HS 20-5/8 H FX-21 x 21 1-1/8-STD-RA STD 11 -#4 1-1/8-HS-RA HS # 4 (min) @ 4" OC HFX-24x 24 1-1/8-STD-RA STD 12 - # 4 1-1/8-HS-RA HS Rod UA Model Panel Anchorage 1 Dia Rod 2,3 Shear7,8 le Ca15&Ca26 Height (in) Grade (in) (in) Ties HFX-9x 79.5" - 8' 1-1/8-STD-13-19 STD 13 19 HFX-12x 78" - 10' 1-1/8-HS-20-30 HS 20 30 1 -#3 1-1/8-STD-14-20 STD 14 20 HFX-15x, 18x 78" - 13' 1-1/8 HFX-15x, 18x 1-1/8-HS-20-30 HS 20 30 Balloon 14, - 20 1-1/8-STD-14-20 STD 14 20 H FX-21 x, 24x 78" - 13' 1-1/8-HS-23-34 HS 23 34 2 - # 3 HFX-21 x, 24x Balloon 14'- 20 1-1/8-HS-20-30 20 30 36 WITH A HARDY FRAME BOLT BRACE (H XBB) INSTALLED WITH STD OR GRADE 8 DOUBLE NUTS ON THE EMBED END. 3. HS INDICATES ANCHORS COMPLYING W11 H ASTM A193 jjjo WITH A 1/2 x3 x3 (MIN) HFPW PLATE WAS ER INSTALL DOUBLE NUTS ON THE EMBED END (HFX B NF1@U[RM I I SS U N C 4. LE = LENGTH OF EMBEDMENT FROM THE OP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THE EMBEDDED HFPW PLATE WASHER HS ANCHORS) () 5. CA1 = DISTANCE FROM HD CENTERLINE TOfflffift&CUHE J o FOOTING OR GRADE BEAM. W of 6. CA2 = DISTANCE FROM HD CENTERLINE TOP@WHE FRONT z � � AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. w 7. SHEAR TIES ARE GRADE 60 (MIN) REBAR � NEAR EDGE DISTANCE CONDITIONS PER ACI 318-19, F'C = 2,500 O O 0 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR X z CIO UA AND RA, 12 INCH (MIN) WIDTH FOR BB -RA. L.L W 8. FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT Z o Q BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE REINFORCED ANCHORAGE NOMENCLATURE UNREINFORCED ANCHORAGE NOMENCLATURE STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR 1 1-1/8 - STD - BB - RA 1-1/8 - STD - RA 1-1/8 - STD - 14 - 20 INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION U) b REINFORCED ANCHORAGE - END & EDGE DISTANCE (Cal & Ca2) ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL J < "BACK TO BACK" INSTALLATION REINFORCED ANCHORAGE EMBEDMENT DEPTH ( le) W � ROD GRADE ROD GRADE ROD GRADE APPLICATIONS. LU ROD DIAMETER ROD DIAMETER ROD DIAMETER 9. STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND c_ SPACING. SEE "STIRRUP LAYOUT" DIAGRAMS AND "KEY" FOR 0 Ca2 LAYOUT PATTERNS. w Ca2 Ca2 10. CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-19 0 ~ J 26" Min 4" 0 22" Min SECTION 17.9.2. COATED REINFORCEMENT MAY BE SPECIFIED BY z � Ca2 Ca2 Ca2 w � ~ ,� THE FOR TO LIMIT EXPOSURE AND THEREFORE REDUCE Ur — LZ LMINIMUM CONCRETE COVER. COATED REINFORCEMENT MUST Q w 0o Cal Min. 2'-6'� Cal Min. 2'-6'�kCa1 Ca1-�` COMPLY WITH ACI 318-19, SECTION 20.5.2. = e� Uz 0 0 1350 BEND 0 0 0 0 135° BEND 2 %2" (Min) Over -Lap 2 %2" (Min) Over -Lap O J Q 3 3 O © O Q 7 /4 7 /4 W RADIUS: RADIUS: U LU O le + 1" 0 0 16 3 s ., z LL #3=/4 Min 0 - #3=/4 Min O o 0 O RADIUS: 1" # 4 = 1" Min # 4 = 1" Min — 0 0 = s LEN TH RADIUS LENGTH EDGE VIEW _ ~ # 3 /4 Min G 0 o LENGTH _ 2-3/4" FOR ,13" Min4 # 4 = 1" Min (1A/HFX1) 9" Min4 (1A/HFX1) PANEL ON "RA" SPA 15" Max 2 EQ 3 EQ 11" Max 2 EQ 3 EQ SHEAR TIES NOT REQUIRED WHEN TOP OF CONCRETE CONCRETE (2A/HFX1) A B SPA B A A B SPA B A KEY KEY SPA A B SPA A= 2-1 /2" o.c. A LoLee B B A A B B A B A A= 3" 0. C. / '' I ®fo ,•I I I B= 1-1/4" ea I i Fi I I I B= 1-1/2" ea HFX-9x HFX-12x HFX-15x Side of HD HFX-9x HFX- 12x HFX-15x Side of HD A B EQ B A A B EQ B A A B EQ B A 3 EQ 4 EQ A/ SPAA B SPA B A A B SPA B A A B A A B A ® • ® • ® • I I I I I I HFX-18x H FX-21 x H FX-24x HFX-18x H FX-21 x H FX-24x Model Length End Distance Edge Distance H FX-9x 7-1/2" 2-3/8" 2-3/8" HFX-12x 10-1/2" 6-1/4" 3-1/2" HFX-15x 12" 7-3/8" 4-1/4" HFX-18x 15" 8-3/8" 5" H FX-21 x 18" 9-3/8" 5-1/2" H FX-24x 2111 10-3/8" 6" Model Width DA9 H FX-9x 9" 1 -3/4" 5-1/2" HFX-12x 12" 8-1/2" HFX-15x 15" 2-5/8" 9-3/4" HFX-18x 18" 12-3/4" H FX-21 x 21 " 15-3/4" H FX-24x 24" 18-3/4" W U) U) J J W o O ot� Qom U U W BB -RA SHEAR TIES & STIRRUPS RA SHEAR TIES & STIRRUPS UA SHEAR TIES 1JAHFX ANCHOR CENTERLINES A 3A = Lu Q Uj 2�i C W r` 4�� A. #4 (Min) Longitudinal Rebar A. #4 (Min) Longitudinal Rebar A. Shear Ties per UA Table Q z L Top and Bottom by FOR Top and Bottom by FOR A B. 10" Max or per Plans � ,� N = B. le - 311 B. 12 Min C. le per Table � C. le per Table C. 15,', Min D. Ca2 per Table IMPORTANT! of o `U o D. le + 7 D. 22 Min E. ±1 from Top of Concrete C _ E. CL = 10" Min, 12" Max E. CL = 6" Min, 8" Max to CL of Shear Tie = U `" _ F. 2'-2" (Min) _ _ F. 1'-10" (Min) _ B F. 1" CL @Upper Two Ties 1. ANCHORAGE IS DESIGNED FOR TENSION AND � III III_ A G. ±1" From Top of Concrete —III:II IIII= „ A G. ±1" From Top of Concrete—III:II II� G. Shear Ties per RA Table SHEAR TRANSFER ONLY, FOUNDATION DESIGN =1 = = to CL of Shear Tie _ =i to CL of Shear Tie _ _ =i when Top of Concrete is PER EOR. II ° -II - -II II; >_ 8" above To of Slab _I H. 1 CL @ Upper Two Ties Ij ° H. 1 CL @Upper Two Ties II p III II: g C D I. Shear Ties per Table -11 I' g C D I. Shear Ties per Table -11 C I' _ H. 12" Min IIII J. 2'-6" (Min) UNO by FOR III I. "=l1 �i� J. 2'-6" Min UNO by FOR III I, -III-l1 II' I. Cal per Table 2. REINFORCEMENT SHOWN IS THE MINIMUM .III ° ° 11= III III=1� K. Stirrups per Table III ° ° III II III=III-I K. Stirrups per Table ° II: L. Cal per Table FRI % III ° ° III L. Cal per Table li �I =l1 II; REQUIREMENT AND IS NOT INTENDED TO - - I- I- E TII II_I E ill I' REPLACE REINFORCEMENT DESIGNED BY THE ° — D D EOR. ° _ 1= =I - -1 — _----- F� = = ��I IIII�u=_�,�CURB (12" MIN WIDTH) "" 1 III II-1 CURB (6 MIN) WIDTH �I�_ III III CURB (6" MIN) WIDTH =II ,;,- - — — _ III III II- 3. FOR RA AND BB -RA INSTALLATIONS THE ° 11= -1 i I 11= , EXTERIOR SLAB �ii = _ - -III EXTERIOR SLAB !��1= _ _ = II! G EXTERIOR SLAB !1l1= _ _ — _ _ = II! HFXBB BOLT BRACE MAY BE PLACED ON TOP INTERIOR SLAB INTERIOR SLAB INTERIOR SLAB OF THE STIRRUPS WITH DOUBLE -NUTS INSTALLED AT EMBED END OF STANDARD G - 2G't = _ GRADE ANCHOR RODS. (NOTE: )/2" x 3" x 3" MIN. �' _ _ �- _ HFPW PLATE WASHERS ARE REQUIRED TO BE -1 I= I -I r A - -1 I=I I -I I A -1 I -III- I -III- -1 11=I III- - = III- - ICI— F_ ICI_ -1 = -I - il1 ill STRENGTH ANCHOR RODS.) --- ----- - - - -n �� o II o 0 o II o II o— o 0 0 0 o II o 0 0 o II II o 0 0 �� o 0 0 0 0 0 0 0 o II o o II o o II o 0 0 0 0 o II o ;�I III II IIII_IIII11 II IIII-IIIIII II II11 II II II II1111 II II II ;�I !(� II II II -II II II II II II 11IIII 11IIII 11IIII II II II-II11 II ;�I _ _ ;�I = D CiIIII II11II II II II II11II II II II.___� IlIl11 =II II II II1111 II II II D BIIII II II II II II II II II II-11II II�__� 11IIII 11IIII II II II II11II C 4. HIGH STRENGTH ALL -THREAD RODS PROVIDED DATE: -1 IIII II 11 II _ II II 11 II 11 II - II II I�--U II II 11 II II II II 11 11 II II II -I IIII II II II - II II II II II II 11 II ICU 11 II II 11 II II II II II _ II 11 II -1 - =1 - - BY HARDY FRAMES ARE STAMPED ON BOTH ---li --II --II ---I-. -I-. I.- -------- --0 --_ u _ u --u _ u _ II .I .aI ------__ -II -.-I .I- ------ ---it ---- ---I-. -I-I .iiI- -------- ii IIii— I I---LJLJL-------- --------J--- L_ILJL-------- JL-- -1-- ----LJLJL-------- ________ L_IL JL__----__ ENDS. - - 2023 H F i—I i —III—III—III—III—i I i—I i I—i I i —i I I=1 I I=1 I I=1 I I=111=1 I I=III—III-III-III=III- � �—I � I -III —III —III —III —I i i—i I i—I i I III—III—III—III—III—III=III—III-III=III= I I I I—� I —III III—III—III—i i i i i I—i I i I—i I —III—III—III—III—I i i—i I i—I i I B 7 L L I I CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB @ OUTSIDE CORNER CONTINUOUS FOOTING STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER H FX 1 BB -RA SECTIONS & ELEVATIONS 3 B RA SECTIONS & ELEVATIONS 2 B UA SECTIONS & ELEVATIONS 1 B IMPORTANT NOTES B HFX PANELS 78 IN. THROUGH NOMIN F ll'OtN a 3 1 NOTE: 2 4 ILATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT 1 PREPUNCHED SCREW HOLES OR Eo WITH SELF TAPPING SCREWS SECTION A 2 (#12 AT EDGES, #10 AT FACE). 0 0 1 SECTION B 5 � o 0 0 O 3 4 11 A 1. CAVITY ORIENTED FOR CONNECTION ACCESS. 2 5 4 2. NUTS AND WASHERS PER TABLE NOTE 1. 1 3. NOMINAL 8 INCH FRAMING ABOVE (MIN). 4. A 2x FILLER WITH 1/4" x 4-1/2" MINIMUM ° SECTION A Model Number Net Height (in) Depth (in) Hold Down Diameter' (in) T ScrewQty2 (a) p Scre Qty Available at Edges (ea)3 HFX-12,15,18,21 & 24x78 78 3-1/2 1-1/8 9"Wdth=5 12 " 15" Width 18" Vlidftlfter 21" 24" EPR idth - = 8 i0ave idth = 14 Ap Pf R H FX-9x79.5 79-1 /2 H FX-12 15 18 21 & 24x8 92-1 /4 H FX-9x8 93-3/4 H FX-12,15,18,21 & 24x9 104-1 /4 HFX-12,15,18,21 & 24x10 116-1 /4 I `5 : 6 HFX-15,18,21 & 24x11 128-1/4 HFX-15,18,21 & 24x12 140-1/4 HFX-15,18,21 & 24x13 152-1 /4 WS SCREWS IS PERMITTED. 4. 4 0 BALLOON PANELS 14 FEET THROUGH 20 FEET 5. FIELD INSTALLED WOOD BACKING AS NEEDED. BACK TO BACK INSTALLATION 3 1. STEEL BEAM PER PLANS 3 2. ALL THREAD RODS THRU-BOLTED TO STEEL BEAM BY BUILDING B DESIGN PROFESSIONAL. ALTERNATE: 1 1 3. NUTS AND WASHERS PER TABLE NOTE 1. 1. TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND 4. HARDY FRAME°STACKING WASHERS (HFSW) REQUIRED TO BE CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 2. 6x HEADER. 5. HARDY FRAME`J"STK" PANEL WITH STACKING WASHERS WELDED 3. WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY INSIDE THE TOP CHANNEL BY MANUFACTURER. IN THE PANEL CAVITY AS NEEDED. 4. WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. 2 ° 2 1 j rAy y IT e%!% re %W V ISS ANC 0 U) wco J = � � W �o Z �_� Net Hold Dow Top Screw Qty Model Height Depth Diameter' Screw Qty2 Available a3 Number (in) (in) (in) (ea) Edges (ea) HFX-15,18,21 & 24x14 164-1 /4 15" Width = 8 HFX-15,18,21 & 24x15 176-1 /4 3-1/2 1-1/8 18" Width = 10 21 " Width = 12 24" Width = 14 6 HFX-15,18,21 & 24x16 188-1 /4 HFX-15,18,21 & 24x17 200-1/4 7 HFX-15,18,21 & 24x18 212-1 /4 HFX-15,18,21 & 24x19 224-1 /4 8 H FX-15518,21 & 24x20 236-1 /4 X 0 z Q LL LL � Q W ��^^ VJ Y Q O F____ � O ~ STEEL BEAM ABOVE THRU-BOLT Z 6x HEADER ABOVE -SECTIONS W z � TABLE NOTES ® Q O ° ° 4 O NOTE: 1. FOR STD OR HS GRADE HOLD DOWN ANCHOR BOLTS CONNECT TO THE TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. W TOWARD THE FIXTURE BEING INSTALLED. ALTERNATE WASHERS ARE (2 EA) ROUND -FLAT OR (2 EA) SAE WASHERS = m ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. z U) 2. 1/4" DIAMETER MITEK®'PRO SERIESTM WS SCREWS. LENGTH IS 3" (MINIMUM) C Q Cn WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) G < z 1 2 3 3 WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. Q LU Q 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE 0 W �„ O + + PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL - 1. WOOD FILLER (13 2 MAX DEPTH) WITH USP MP4F CONNECTORS BOTH SIDES, O 1 A .. .. 1 B _ QUANTITY BY BUILDING DESIGN PROFESSIONAL. + + • • THAT IS GREATER THAN 1-1/2 OR WHEN SPECIFIED BY THE DESIGN .. .. A U_ 2. 1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 2 + + . • PROFESSIONAL. 5� +. .. 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH 5 b PRE -PUNCHED HOLES IN PANEL EDGES REQ'D WHEN INSTALLING A FILLER .. INSTALLATION INSTRUCTIONS 1 EA GREATER THAN 1-1/2" ABOVE TO BRACE OUT -OF -PLANE HINGE OR WHEN SPECIFIED 4 + + OPTIONAL 1. WHEN INSTALLING ON CONCRETE CONNECT WITH ( ) HARDENED ROUND BY THE DESIGN PROFESSIONAL. „ + + SOFFIT WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET 4. MiTek HFFB FILLER BRACE WITH 1/4" x 1-1/2" WS SCREWS TO FILLER (FILL ALL 1. 1/4 x 3 (MINIMUM) WS SCREWS, QUANTITY PER TABLES + + (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS HOLES) AND 1/4" SELF -TAPPING SCREWS TO PANEL (5 MIN. EACH FACE) REQ'D 2. 1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES + + ARE PROVIDED IN TABLE NOTE 1. WHEN INSTALLING A FILLER GREATER THAN 3-1/4" ABOVE TO BRACE OUT -OF -PLANE 3. 2x WOOD FILLER. 2. INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE v) HINGE OR WHEN SPECIFIED BY THE BUILDING DESIGN PROFESSIONAL. 3" TRIMMERS PER I VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING w DESIGN PROFESSIONAL ON OTHER SUPPORTING SURFACES. ~ FILLER GREATER THAN 1-1/2 IN. 6 TOP PLATE CONNECTIONS 5 4 3. USE 1/4"X4-1/2"MITEK°PRO SERIEgM WS SCREWS AT TOP CONNECTIONS C/) 4" 4" WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACT WITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MIN) < 1. (A) PRE WELDED STRAPS ARE PROVIDED ON 78 AND 79 1/2 PANEL HEIGHTS. 4. FOR INSTALLATIONS WITH A FILLER GREATER THAN 1 1/2 ABOVE, OR WHEN DCO U 3 2 2 THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO w o O w O(B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. BRACE THE OUT -OF -PLANE HINGE CAN BE CONNECTED WITH 1/4 DIA. _ Q THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. SCREWS THROUGH PRE -PUNCHED HOLES AT THE PANEL EDGES. B w w o Of O 2. A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. LU J JrL,2LL 1 3. WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE o ° ° ° ° ° ° ° < � BUILDING DESIGN PROFESSIONAL. O 0 `L LL] N = 1 4. A 1 DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN 9" PANEL 12" PANEL 15" PANEL U) P j co THE UPPER HALF OF THE PANEL HEIGHT AND IS 4 MINIMUM FROM ANY cv w o a a ° EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE 0 ° ° 0 O ° , , ° , , ° :0:1 0 , , , ° .77071 = U � ° $ : a . a, .o o OFFSET 1' MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. HOLES 18" PANEL 21" PANEL 24" PANEL m d, Q° ,Q ° G ° p.a LARGER THAN 1 DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT ° MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN 4 PANEL BASE AND CONCRETE. TOP CONNECTION TO HEADER --------- - 2. NUTS AND WASHERS PER TABLE NOTE 1. 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED AT THE PANEL BASE AND CONCRETE. PANEL EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE OR PANCAKE FIXTURE WHEN SPECIFIED BY DESIGN PROFESSIONAL. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3 AS NEEDED 0 � #10 SELF -TAPPING SCREWS AT FACE OF PANEL. (HEX HEAD WITH SELF RAISED FLOOR HEAD -OUT S INSTALLATION ON CONCRETE 7 DRILLING TIP SHOWN) O ° 2 AM ° #10 SELF -TAPPING SCREWS 2 #12 SELF -TAPPING SCREWS ° AT FACE OF PANEL. O 2 AT EDGE OF PANEL. (BUGLE HEAD WITH SELF O 1 BUGLE HEAD WITH SELF DRILLING TIP SHOWN 1 DRILLING WING TIP SHOWN) HFBX ° rPn°' OPTIONAL INSTALLATION WITH a ° a HARDY FRAME BASE G.. C a ° �a .° a a a a °a ° ° EXTENSION (HFBX) FOR BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD o d. a ° a ° .. ADJACENT FRAMING ° a ° p' ° a a° ° SELF DRILLING TIP SELF DRILLING WING TIP DATE: °� a 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN NOTES: PANEL BASE AND CONCRETE. A. SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL 1 -1 -2023 ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE ALLOWABLE VALUES ON N&W ARE LESS THAN INSTALLATION ON CONCRETE 2. NUTS AND WASHERS PER TABLE NOTE 1. FACE WITH # 10 SELF -TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED 1. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI NON -SHRINK 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. B. ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF -TAPPING SCREWS. BETWEEN PANEL BASE AND TREATED PLATE. GROUT (MINIMUM). C. STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. 2. NUTS AND WASHERS PER TABLE NOTE 1. 2. NUT AND WASHER GRADES PER TABLE NOTE 1. D. STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. INSTALLATION ON 2x PLATE (jj INSTALLATION ON NUTS & WASHERS ® INSTALLATION ON CURB 9(:0) WA NOTES NOTE NOTES V A A. INSTALLATION WITHOUT HARDY FRAME°BEARING COUPLERS MAY BE USED WHEN THREADED ROD IS A. CHECK WALL HEIGHT, HARDY FRAME®BEARING PLATE (HFXBP) MAY INCREASE DEFLECTION AND SUBJECT TO TENSION LOADS ONLY. PLATES BELOW THE PANEL BASE OR CUSTOM HEIGHT RESULT IN A DECREASE OF ALLOWABLE SHEAR PANELS ARE AVAILABLE TO AVOID FILLERS GREATER VALUE, BUILDING DESIGN PROFESSIONAL MUST THAN 1-1/2". ANALYZE EFFECTS 3 • �• B. FOR MAXIMUM ALLOWABLE VALUES INSTALL PANEL B. COUPLERS MAY BE USED WHEN THREADED ROD IS O • • o ON CONCRETE SUBJECT TO TENSION LOADS ONLY. 2 4 O 2 3 C 3 fa 4 1 5 0 R SIO g and cy Appr ERMIT ISS ANC C/) aster iu: NOTE: HARDY FRAME STACKING WASHERS (HFSW) ARE REQUIRED IN THE T P F PANELS U 1/2 WHEN CONNECTING TO TENSION ANCHORS FROM ABOVE. HARDY FRAME" "ST ALL•.S" C) D LU d 1 P '� INCLUDE HFSW WASHERS PRE -WELDED IN THE TOP CHANNEL. O .. d Q °AA1 1. HOLD DOWN TENSION ANCHORS SPECIFIED AS STANDARD GRADE (STD) MUST COMPLY WITH ASTM 0 o ° ° d d ° F1554 GRADE 36 (OR EQUAL). HOLD DOWN TENSION ANCHORS SPECIFIED AS HIGH STRENGTH (HS) z W A° 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME 4 MUST COMPLY WITH ASTM A 193 GRADE B7 (OR EQUAL). TENSION ANCHORS (BOTH GRADES) CONNECT D do ENGINEERED WOOD PRODUCT. a' ° a o ° TO THE UPPER AND LOWER PANELS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS. A HARDY = z 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME"'HFSW" STACKING WASHER IS REQUIRED IN THE TOP CHANNEL OF THE LOWER PANEL Q U_ ENGINEERED WOOD PRODUCT. FRAME BEARING PLATE (HFXBP) AND PANEL PER 1. FLOOR SHEATHING NOTCHED, INSTALL PANEL ON (AVAILABLE PRE -WELDED IN A HARDY FRAME°iSTK" PANEL). ALTERNATE WASHERS ARE (2 EA) 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY INSTALLATION NOTES 3-6, DETAIL B/HFX3. WOOD PLATE. ROUND -FLAT OR (2 EA) SAE WASHERS AT EACH ANCHOR CONNECTION. ALTERNATE NUTS ARE 2H CL FRAME"PANEL DIRECTLY ON RIM. 3. NUTS AND WASHERS PER TABLE NOTE 1. 1. ACCESS HOLE LOCATED AT EDGE OF POST. _j Q 2. 15# FELT OR EQUIVALENT RECOMMENDED HEAVY HEX. Q 3. NUTS AND WASHERS PER TABLE NOTE 1. 4. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 4. 1/4" x 4-1/2" (MINIMUM) WS SCREWS THROUGH 5. USP MP4F CONNECTORS, QUANTITY BY BUILDING BETWEEN PANEL BASE AND TREATED MUDSILL. 3. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 2. 1/4" DIAMETER MITEK°PRO SERIESTM WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHING DIRECTLY Q W 3. NUTS AND WASHERS PER TABLE NOTE 1. TO THE COLLECTOR AND 4-1/2 (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. BOTTOM OF PANEL MINIMUM QUANTITY PER TABLE. DESIGN PROFESSIONAL. 5,000 PSI STRENGTH NON -SHRINK GROUT (MIN). 0- LU 5. USP MP4F CONNECTORS, QUANTITY BY BUILDING 3. 1/4" DIAMETER MITEK°PRO SERIES WS SCREWS. LENGTH IS 4-1/2" (MINIMUM) AT CONNECTIONS TO w 0 DESIGN PROFESSIONAL. FLOOR SYSTEMS AND BEAMS BELOW. 0 0 4. 1/4" DIAMETER SCREWS ARE REQUIRED AT THE EDGES WHEN INSTALLING A FILLER GREATER THAN 0- RAISED -OS CORNER 4 RAISED BEARING PLATE4 RAISED STEM WALL 2 POST ON N&W 1 1-1/2 INCH ABOVE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. A 0 w ®3: NOTE: 5 •• • • INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME° BEARING PLATE (HFXBP) cn J INSTALLATION 2 • �' 4 0 �• •• U) • •• •• WITHOUT HARDY 5 O O 1. WITH HOLES PRE -DRILLED FOR 1-1/8" DIA.TENSION ANCHORS, INSTALL A SOLID 4x (MINIMUM) RIM IN Lu • 2 FRAME`J BEARING O a • • ` 2 FLOOR SYSTEM AT PANEL LOCATION. ALLOWABLE VALUE TABLES ASSUME THE RIM IS ENGINEERED WOOD w 6 4 PLATE (HFXBP) 2 5 PRODUCT (EWP). f= M 1 MAY INCREASE 1 2. NOTCH FLOOR SHEATHING THEN INSTALL HFXBP ON RIM WITH 6 EACH 1/4"X4-1/2" (MIN) "WS" SCREWS AT J DEFLECTION AND 3° EACH END. RESULT IN A 1 3. PLACE PANEL ON HFXBP. ® Q DECREASE OF 4 6 1 4. WHEN STACKING PANELS, INSTALL "HFSW" STACKING WASHERS IN THE TOP CHANNEL OF THE LOWER ® p SHEOAR WABLE VALUE, 3 PANEL. CONNECT LOWER TO UPPER PANELS WITH TENSION ANCHORS (GRADE PER PLANS) AND SECURE Cn BUILDING DESIGN 4 AT BOTH ENDS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS TO BE SNUG TIGHT. HARDY FRAME O PROFESSIONAL L"STK" PANELS THAT INCLUDE "HFSW" STACKING WASHERS PRE -WELDED IN THE TOP CHANNEL ARE 4 MUST ANALYZE 3 6 AVAILABLE, 3 EFFECTS. ® ® 3 5. WHEN MORE THAN 12 SCREWS ARE REQUIRED FOR THE BOTTOM CONNECTION OR JOINTS IN FRAMING O 5 O O ® ® d d d d MEMBERS OCCUR AT SCREW LOCATIONS, INSTALL ADDITIONAL 1/4"x4-1/2" WS SCREWS THROUGH THE BASE OF PANEL WHERE THEY ALIGN WITH HOLES IN THE HFXBP. A. 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME Q a d a a :d °.�a `° d 6. FOR STANDARD WALL HEIGHTS, INSTALL A 2x FILLER ABOVE PANEL (DTL 5/HFX2). FOR FILLERS GREATER 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME d Qd.. THAN 1-1/2 IN. SEE DETAIL 6/HFX2. U) ENGINEERED WOOD PRODUCT. 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY ENGINEERED WOOD PRODUCT. w 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME`'PANEL DIRECTLY ON RIM. 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME NOTE: INSTALLATIONS MAY VARY WITH JOB SPECIFIC CONDITIONS AND/OR SPECIFICATIONS FRAME BEARING PLATE (HFXBP) AND PANEL PER 3. HARDY FRAME" STACKING WASHER (HFSW) AT TOP FRAME- BEARING PLATE (HFXBP) AND PANEL PER ENGINEERED WOOD PRODUCT. BY THE BUILDING DESIGN PROFESSIONAL. >_ INSTALLATION NOTES 3-6 DETAIL B/HFX3. 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY INSTALLATION NOTES 3-6, DETAIL B/HFX3. OF PANEL REQUIRED WHEN CONNECTING TO 3. HARDY FRAME"' STACKING WASHER (HFSW) AT TOP FRAME'BEARING PLATE HFXBP AND PANEL PER I- J o 3. HARDY FRAME" STACKING WASHER (HFSW) AT TOP TENSION ANCHOR FROM ABOVE. ( ) " 'f 3" 'v < � o OF PANEL REQUIRED WHEN CONNECTING TO 4. 1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE OF PANEL REQUIRED WHEN CONNECTING TO INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3 PANEL WIDTH 3 3 PANEL WIDTH 3 f PANEL WIDTH �{ 3 w TENSION ANCHOR FROM ABOVE. 3. USP POST CAP AND POST BASE BY THE BUILDING • • • • • • • • (D � TENSION ANCHOR FROM ABOVE. NOTE 1 ARE PROVIDED IN HARDY FRAME' HFTC KIT. • • • • • • I • • • • 1 • • Q o w 4. 1-1/8 DIA. HOLD DOWN, HFSW AND N&W PER TABLE DESIGN PROFESSIONAL. • 4. 1-1/8 IN. DIA HOLD DOWN, HFSW AND N&W PER TABLE 5. 1/4 x 4-1/2 (MIN) WS SCREWS, QUANTITY PER TABLE. .. .. .. .. . , w � O � NOTE 1 ARE PROVIDED IN HARDY FRAME'HFTC KIT. 4. NUTS AND WASHERS PER TABLE NOTE 1. _ Q NOTE 1 ARE PROVIDED IN HARDYFRAME`' HFTC KIT. 6. USP MP4F CONNECTORS, QUANTITY BY BUILDING HFXBP12 HFXBP15 HFXBP18 co >- 5. 1/4" x 4-1/2" (MIN) WS SCREWS QUANTITY PER TABLE. 5. 1/4" x 4-1/2" (MIN) WS SCREWS QUANTITY PER w w C 5. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. DESIGN PROFESSIONAL. I- � � 6. USP MP4F CONNECTORS, QUANTITY BY BUILDING TABLE. 3" f PANEL WIDTH 3" 3" PANEL WIDTH 3" (D w ti 6. USP MP4F CONNECTORS, QUANTITY BY BUILDING Q o 0 DESIGN PROFESSIONAL. DESIGN PROFESSIONAL. .. .. � z oo . w Q • • • • • • • • • • • • • • e I • • • • • • • • • I ' • U) N = PYRAMID STACK STACK OS CORNER 7 STRAIGHT STACK 6 CRIPPLE WALL C 0 co co M § HFXBP21 HFXBP24 or N wCD o 2�USC) o` LOAD PATH FROM BEAM TO FOUNDATION AND CHECK LOAD PATH FROM BEAM TO FOUNDATION AND CHECK LOAD PATH FROM BEAM TO FOUNDATION AND CHECK O` THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING �" 4 • o DESIGN PROFESSIONAL. DESIGN PROFESSIONAL. DESIGN PROFESSIONAL. 4 • . o • O 1 O 2 2 4 0 • 3 2 1 5 5 ' 1 - - 4 • 4 5 O 2 6 1 1 6 77 O 3 5 6 2 1 O 3 O 3 5 O ® HARDY FRAM E° POST (HFP) LUJ 3 3 HARDY OSD (HFP)MEo �HARDY HFP)MEo 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. ENGINEERED WOOD PRODUCT. 1. DROP BEAM WITH FLOOR JOIST ABOVE PER PLAN. 1. WOOD BEAM PER PLAN. 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY 1. 4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME FRAME°BEARING PLATE (HFXBP) AND PANEL PER FRAME°BEARING PLATE (HFXBP) AND PANEL PER FRAME' BEARING PLATE HFXBP AND PANEL PER ENGINEERED WOOD PRODUCT. FRAME, BEARING PLATE (HFXBP) AND PANEL PER (HFXBP) 2. NOTCH FLOOR SHEATHING THEN INSTALL HARDY INSTALLATION NOTES 3-6, DETAIL B/HFX3. INSTALLATION NOTES 3-6, DETAIL B/HFX3. INSTALLATION NOTES 3-6, DETAIL B/HFX3. 1. STEEL BEAM PER PLANS INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3. HARDYFRAME° STACKING WASHER (HFSW) AT TOP OF 3. HARDY FRAME"' STACKING WASHER (HFSW) AT TOP 3. HARDY PLATE HFXBP OR BEARING FRAMErBEARING PLATE (HFXBP) AND PANEL PER 3. HARDY FRAME" BEARING PLATE (HFXBP) OR BEARING 2. HOLD DOWN ALL THREAD RODS THRU-BOLTED TO (HFXBP) INSTALLATION NOTES 3-6, DETAIL B/HFX3. PANEL REQUIRED WHEN CONNECTING TO TENSION OF PANEL REQUIRED WHEN CONNECTING TO TENSION DATE: PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER BOTTOM FLANGE OF STEEL BEAM BY BUILDING PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER 3. 1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE ANCHOR FROM ABOVE. ANCHOR FROM ABOVE. BUILDING DESIGN PROFESSIONAL TO LIMIT DESIGN PROFESSIONAL. BUILDING DESIGN PROFESSIONAL TO LIMIT CRUSHING NOTE 1 ARE PROVIDED IN HARDY FRAME"HFTC KIT. 4. 1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE 4. 1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE 1-1 -2023 CRUSHING FROM TENSION ANCHOR FORCES. 3. NUTS AND WASHERS AT PANEL BASE PER TABLE FROM TENSION ANCHOR FORCES. 4. 1/4" x 4-1/2" (MIN) WS SCREWS QUANTITY PER TABLE. NOTE 1 ARE PROVIDED IN HARDYFRAME°HFTC KIT. NOTE 1 ARE PROVIDED IN HARDY FRAME"HFTC KIT. 4. NUTS AND WASHERS PER TABLE NOTE 1. NOTE 1 4. 1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE 5. USP MP4F CONNECTORS, QUANTITY BY BUILDING 5. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5. 1/4" x 4-1/2" MIN WS SCREWS QUANTITY PER TABLE. NOTE 1 ARE PROVIDED IN HARDYFRAME"'HFTC KIT. 6. USP MP4F CONNECTORS QUANTITY BY BUILDING 6. USP MP4F CONNECTORS QUANTITY BY BUILDING ( ) � 5. 1/4" x 4-1/2" MIN WS SCREWS, QUANTITY PER TABLE. DESIGN PROFESSIONAL. 6. USP CONNECTORS BY DESIGN PROFESSIONAL (MIN) DESIGN PROFESSIONAL. DESIGN PROFESSIONAL. ) HFX3 DROP BM - FL SYSTEM 4 STEEL BM THRU-BOLT (14 WOOD BM THRU-BOLT f HFP POSTS BELOW 11 STAGGERED THRU-BOLT(j# STAGGERED-HFP POST g Model Number Net Height (in) Depth (in) Hold Down Diameter (in) Screw Quantity ociptdAyii vailable at rdges(ea) Panel Tope (ea) Bott 3 (ea) HFX-12,15,18,21 & 24x8 92-1/4 3-1/2 1-1/8 12" Width 15" Width 18" Width 21" Width 24" Width 6 8 10 12 14 6 8 10 12 14 4 HFX-12,15,18,21 & 24x9 104-1 /4 F50R HFX-12,15,18,21 & 24x10 116-1/4 HFX-15,18,21 & 24x11 128-1 /4 HFX-15,18,21 & 24x12 140-1/4 6 HFX-15,18,21 & 24x13 152-1 /4 STRUCTURAL NOTES S0 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 1/30/25 2- S T O R Y A D U A D D I T I O N DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 01 / 3 0 / 2 0 2 5 PL A N C H E C K SHEET INDEX: SHEET TITLE S0 STRUCTURAL NOTES S1 FOUNDATION PLAN & FRAMING PLAN S1P PORCH FOUNDATION & FRAMING PLAN SD1 FOUNDATION DETAILS SD2 FRAMING DETAILS SD3 FRAMING DETAILS HFX1 HARDY FRAME ANCHORAGE DETAILS HFX2 HARDY FRAME FRAMING DETAILS HFX3 HARDY FRAME FLOOR SYSTEM DETAILS 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING ANY WORK. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2.ARCHITECT/DESIGNER SHALL VERIFY ALL DIMENSIONS AND PLAN LAYOUT PRIOR TO CITY SUBMITTAL. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 3.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 5.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 6.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER ( GET STRUCTURAL ) FOR INTERPRETATION OR CLARIFICATION. 7.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 8.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 9.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER ( GET STRUCTURAL ). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 10.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER ( GET STRUCTURAL ) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 11.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 12.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 13.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 14.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 15.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 16.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4.ALL BENDS SHALL BE MADE COLD. 5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONCRETE MASONRY A.POURED AGAINST EARTH 3"2" B.POURED AGAINST FORM BELOW GRADE 2"2" #6 AND LARGER 2"2' #5 AND SMALLER 1 1 2"1 1 2" C.FORMED SLABS 1"1" D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1" E.COLUMNS AND BEAMS TO MAIN BARS 1 1 2"2" F.WALLS EXPOSED TO WEATHER 1 1 2"1 1 2" NOT EXPOSED TO WEATHER, #11 AND SMALLER 3 4"3 4" #14 AND #18 1 1 2"1 1 2" 1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE) 2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER OF RECORD ( GET STRUCTURAL ). 7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE) FOUNDATION/SITEWORK REINFORCING STEEL GENERAL NOTES EXPOSURE REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) CLASS MAX. W/C MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. F0 N/A 2,500 N/A N/A F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A F2 0.45 4,500 N/A F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1 EXPOSURE CLASS 1 1 FREEZING/THAWING SULFATE LOW PERMEABILITY CORROSION ACI 318-19 TABLE 19.3.3.1 ACI 318-19 TABLE 19.3.3.1 NOTES: 1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19, SECTION 19.2.4.2 2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN SECTION 19.3.1.1 3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10% ARE PERMITTED IF THE W/C DOES NOT EXCEED 0.40 4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1 or S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%, RESPECTIVELY 5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT TESTED PER ASTM C1012 AND MEETING CRITERIA OF ACI 318-19, SECTION 19.3.1.1 6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL BE DETERMINED PER ASTM C1218 BETWEEN 28 AND 42 DAYS. 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CBC 2022) 2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. 3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE II 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11.ALL STRUCTURAL CONCRETE f'c = 2500 PSI ALL SLAB-ON-GRADE f'c = 2500 PSI ALL CONTINUOUS FOOTINGS AND PADS f'c = 2500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). CONCRETE LUMBER/CARPENTRY DESIGN LOADS 1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF) LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387 f b = 2900 PSI; f v = 290 PSI; E = 2.2x106 PSI TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 f b = 2250 PSI; f v = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I-LEVEL PER ESR-1387 f b = 2600 PSI; f v = 285 PSI; E = 2.0x106 PSI 7.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER ( GET STRUCTURAL ) PRIOR TO INSTALLATION. 8.REFER TO LSL, LVL, AND PSL MANUFACTURER SPECIFICATIONS FOR DRILLING OF HOLES 9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10.I-LEVEL I-JOISTS PER ICC ESR#1533 11.LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130 12.BOISE CASCADE I-JOISTS PER ICC ESR#1336 13.ROSEBURG I-JOISTS PER ICC ESR#1251 14.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 15.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED. GLULAMS/MFR. WD. PROD. SIMPSON ICC - ESR REPORTS 1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION SCHEDULE BELOW ONLY CHECKED ITEMS ARE REQUIRED 2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION 3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT 4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED 5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE COVERING 6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. 7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VERIFYING APPROVAL OF FABRICATOR. TYPE OF WORK CONCRETE WORK SHOTCRETE WORK DRIVEN DEEP FOUND. ELEMENT COLD FORMED STEEL STRUCTURAL WOOD HIGH LOAD DIAPHRAGMS MASONRY WORK HIGH STRENGTH BOLTING STRUCTURAL STEEL WELDING STRUCTURAL STEEL POST INSTALLED ANCHORS CAST IN PLACE DEEP FOUND. REINFORCING STEEL SOIL CONDITION CODE REFERENCE CBC TABLE 1705.3 CBC TABLE 1705.3 CBC 1705.3.1 CBC TABLE 1705.3 CBC 1705.2 CBC 1705.2 CBC 1705.2 CBC 1705.4 CBC 1705.5.1 CBC 1705.12.1 CBC 1705.12.2 SEE NOTE 5 ABOVE SEE ALSO ICC APPROVAL REMARKS INSPECTION SCHEDULE CBC 1705.7 CBC TABLE 1705.8 CBC TABLE 1705.6 SEE SOILS REPORT FOR COMPLIANCE SPECIAL INSPECTION SEISMIC DESIGN DATA IMPORTANCE FACTOR 1.0 SITE CLASS D SS 1.325 S1 0.472 SDS 1.060 SD1 0.575 SDC D LATERAL FORCE RESISTING SYSTEM A.15 BASE SHEAR CS 0.163 R 6.5 W 2.50 PROCEDURE USED ELF REDUNDANCY FACTOR 1.3 WIND DESIGN PROCEDURE USED MWFRS BASIC WIND SPEED 95 MPH RISK CATEGORY II WIND EXPOSURE C SOIL 1500 PSF PER CBC 2022 ROOF DL =10 PSF LL =20 PSF VAULTED ROOF DL =15 PSF LL = 20 PSF FLOOR DL =15 PSF LL =40 PSF CEILING DL =5 PSF LL =10 PSF EXTERIOR WALL DL =15 PSF INTERIOR WALL DL =10 PSF PATIO COVER DL =10 PSF LL =20 PSF STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF THE STRUCTURAL OBSERVER PROJECT ADDRESS: Description of Work: Owner: PERMIT APPL. NO.: Architect:Engineer: STRUCTURAL OBSERVATION (only checked items are required) Firm or Individual to be responsible for the Structural Observation: Name:Phone: ( FOUNDATION Footing, Stem Walls, Piers Mat Foundation Caisson, Piles, Grade Beams Step’g/Retain’g Foundation, Hillside Special Anchors Others: DECLARATION BY OWNER I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the Structural Observer. WALL Concrete Masonry Wood Others: ) FRAME Steel Moment Frame Steel Braced Frame Concrete Moment Frame Others: Calif. Registration: DIAPHRAGM Concrete Steel Deck Wood Others: Signature Date DECLARATION BY ARCHITECT OR ENGINEER OF RECORD (required if the Structural Observer is different from the Architect or Engineer of Record) I, the Architect or Engineer of record for the project, declare that the above listed firm or individual is designated by me to be responsible for the Structural Observation. Signature License No.Date PHONG TRUONG PHONG TRUONG 909 569-1886 C70784 2413 N. POINSETTIA ST. SANTA ANA, CA 92706 101122079 C70784 IP(MS), IS(<70), (MS) IP(HS), IS(<70), (HS) IP(HS)+POZ.orSLAG5 IS(<70), (HS)+POZ.5 HS+POZZOLAN or SLAG5 NOT PERMITTED NOT PERMITTED V+POZZOLAN or SLAG5 CEMENTITIOUS MATERIAL TYPE2 HS MS --------- --- --- V4 II3 N/AS0 2,500 S1 0.50 4,000 S2 0.45 4,500 4,5000.45S3 P1 P0 N/A 0.50 4,000 2,500 NONE NONE MAX. W/C1 MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT.6 MAX. W/C1 MIN. F'c (PSI)ADDITIONAL REQUIREMENTSEXPOSURE CLASS EXPOSURE CLASS MAX. W/C1 MIN. F'c (PSI) CALCIUM CHLORIDEASTM C1157ASTM C595ASTM C150 C0 N/A 2,500 1.00 0.06 --- C1 N/A 2,500 0.30 0.06 --- C2 0.40 5,000 0.15 0.06 ACI 19.3.2.1 & 20.6.1.4.2 RELATED PROVISIONSREINFORCED CONC.PRESTRESSED CONC. 1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 7.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 9.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER ( GET STRUCTURAL ). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 12.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 13.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 14.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 15.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22.FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.C STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.C STAGGERED. 23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O. 25.ALL WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS & ALL POST TO BE SUPPORTED BY SOLID BLOCKING BETWEEN FLOOR JOISTS. 27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 32.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 33.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 34.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O. 35.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( GET STRUCTURAL ) REVIEW. 36.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 37.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A 153 SINGLE/REPTITIVE 2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106 2X6 #2: Fb = 1170/1345 PSI 2X8 #2: Fb = 1080/1242 PSI 2X10 #2: Fb = 990/1138 PSI 2X12 #2: Fb = 900/1150 PSI 2X14 #2: Fb = 810/ 931 PSI 4X4 #2: Fb = 1350 PSI 4X6 #2: Fb = 1170 PSI 4X8 #2: Fb = 1170 PSI 4X10 #2: Fb = 1080 PSI 4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106 4X14 #1: Fb = 1000 PSI 4X16 #1: Fb = 1000 PSI 6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106 6X12 #1: Fb = 1350 PSI WALLS 2X4 STUDS (UP TO 8')"STANDARD" OR BETTER 2X4 STUDS (OVER 8')NO.2 OR BETTER 2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS NO.2 2X JOIST NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER NO.2 4X12 AND LARGER NO.1 6X AND 8X NO.1 4x POST/TIMBERS AND LARGER NO.1 ROOF PLANKING AND DECKING COM.DEX. BOARD SHTG. AND STRIPPING SUITABLE FOR INTENDED USE. 2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH: TABLE 2304.10.2 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS (Table reflects CBC 2022 options see code for more options) ITEM DESCRIPTION OF BUILDING ELEMENTS Roof 1 Blocking between ceiling joists, rafters or trusses to top 2 3 4 5 6 8 10 Ceiling joists not attached to parallel rafter, laps over partitions (no thrust) Ceiling joist attached to parallel rafter (heel joint) Collar tie to rafter Rafter or roof truss to top plate Wall Stud to stud (not at braced wall panels) 9 Built-up header (2" to 2" header) 11 12 13 14 15 16d 16d 16d 4-8d 16d 8-16d 16d Bottom plate to joist, rim joist, band joist or blocking at braced wall panels 16 17 18 19 20 Floor 21 22 23 24 2" subfloor to joist or girder 25 26 27 28 3-8d 8d 2-8d 2-16d 2-16d 20d 3-16d 3-16d Toenail 6″ o.c., toenail Face nail Face nail Each bearing, face nail 32" o.c., face nail at top and End nail 2-16d 4-8d 2-16d 2-16d 2-8d 3-8d Face nail Face nail 24″ o.c. face nail 16” o.c. face nail 16″ o.c. each edge, face nail Toenail 16" o.c. face nail Each side of end joint, face nail 16" o.c. face nail 16" o.c. face nail Toenail Face nail Face nail 3-8d 3-8d 3-16d 8/SD2 3-10d 3-10d Each end, toenail Each joist, toenail Face nail Face nail Face nail Toenail,c NUMBER AND TYPE OF FASTENER SPACING OF FASTENERS Ceiling joists to top plate Stud to stud and abutting studs at intersecting wall Continuous header to stud Top plate to top plate Top plate to top plate, at end joints Bottom plate to joist, rim joist, band joist or blocking Stud top or bottom plate Top plates, laps at corners and intersections 1" brace to each stud and plate 1" x 6" sheathing to each bearing 1" x 8" and wider sheathing to each bearing For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa. a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. Joist to sill, top plate, or girder Rim joist, band joist, or blocking to top plate 1" x 6" subfloor or less to each joist 2" planks (plank & beam - floor & roof) Built-up girders and beams, 2" lumber layers Ledger strip supporting joists or rafters Joist to band joist or rim joist Each joist or rafter, face nail plate or other framing below Blocking between rafters or truss not at the wall top plate, to rafter or truss 2-8d Each end, toenail Flat blocking to truss and web filler 16d @ 6" o.c.Face nail 2-16d End nail 7 Roof rafters to ridge valley or hip rafters; or roof rafter 2-16d End nail to 2-inch ridge beam 3-10d Toe nail corners (at braced wall panels) (minimum 24" lap splice length each side of end joint) (not at braced wall panels) 2-16d End nail bottom staggered on opposite sides 29 2-8d Each end, toenailBridging or blocking to joist, rafter or truss Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing,a EDGES (INCHES) INTERMEDIATE SUPPORTS (INCHES) 30 6d common nail (subfloor and wall)3/8"-1/2"6 12 8d common nail (roof) 31 8d common nail19/32"-3/4"6 12 32 10d common nail or 8d deformed7/8"-1 1/4"6 12 Other exterior wall sheathing 33 1 1/2" galvanized roofing nail (7/16" head diameter);1/2" fiberboard sheathing, b 3 6 1 1/4" 16 gage staple with 7/16" or 1" crown 34 1 3/4" galvanized roofing nail (7/16" head diameter);25/32" fiberboard sheathing, b 3 6 1 1/2" 16 gage staple with 7/16" or 1" crown Wood structural panels, combination subfloor underlayment to framing 35 8d common nail3/4" and less 6 12 6d deformed nail 36 8d common nail7/8"-1"6 12 8d deformed nail 37 10d common nail1 1/8"-1 1/4"6 12 8d deformed nail Panel siding to framing 38 6d corrosion-resistant siding1/2" or less 6 12 6d corrosion-resistant casing 39 8d corrosion-resistant siding5/8"6 12 8d corrosion-resistant casing Interior paneling 40 4d casing1/4" 4d finish 6 12 41 6d casing3/8" 6d finish (Panel supports at 24 inches) 6 12 Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail. ESR-1056 TITEN HD SCREW ANCHOR ESL-1168 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION ESR-1679 STEEL STRONG-WALL SHEAR PANELS ESR-2105 STRAPS ESR-2236 STRONG-DRIVE SDS SCREWS ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING ESR-2552 SIMPSON STRONG-TIE® FACE-MOUNT HANGERS FOR SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I-JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODUCTS) ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD CONSTRUCTION ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP) ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION ESR-2652 STRONG-WALL WOOD SHEARWALL PANELS (WSWS) STRONG-WALL SB SHEARWALL PANELS (SWSBS) ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE ESR-3006 STRONG-DRIVE X AND FPHSD SELF-DRILLING TAPPING SCREWS ESR-3046 STRONG-DRIVE SD AND SDWF SERIES SCREWS ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE ESR-3096 CONNECTORS USING SD-SERIES SCREWS ESR-4057 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1 1 2 3 4 A B E FC A 8' - 0 " C 7'-9" HDU2 4X4 HDU2 4X4 HDU2 4X4 HDU 2 4X4 HD U 4 4X 4 HDU2 4X4 HDU2 4X4 10 SD1 10 SD1 5 SD1 5 SD1 13 SD1 5 SD1 5 SD1 5 SD1 4 SD1 4 SD1 C 2'-6" C 2'-9" HD U 4 4X 4 10 SD1 HDU 4 4X4 10 SD1 6 SD1 6 SD1 2'-0" x 15' x 18" GRADE W/ #5 @ 6" O.C. TOP AND BOTTOM W/ #4 STIRRUPS @ 12" O.C. 1 HFX3 EXISTING CONCRETE SLAB ON GRADE DEMO PORTION FOOTING TO INSTALL NEW CONCRETE CURB FOR HFP, MIN. 12" CLEARANCE TO HFP EDGES. DO NOT INSTALL HFP OVER EXISTING CONC. HFP 8 - 7 / 8 HFX-12X8 HFX-12X8 2 HFX1 2 HFX1 1'-6" x 4' x 18" GRADE W/ #5 @ 6" O.C. TOP AND BOTTOM W/ #4 STIRRUPS @ 12" O.C. HS - 1 1 8 " AB. HS - 1 1 8 " AB.3 SD1 12" V.I.F. 12" V.I.F. 12 " V . I . F . 4" CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E.W. CENTERED IN SLAB OVER 10 MIL VISQUEEN OVER 4" OF 1/2" GRAVEL (CALGREEN 4.505.2.1) A 8' - 0 " 12 SD1 P184X4 11 SD1 3 SD1 3 SD1 1'-6" x 4' x 18" GRADE W/ #5 @ 6" O.C. TOP AND BOTTOM W/ #4 STIRRUPS @ 12" O.C. DEMO PORTION FOOTING TO INSTALL NEW CONCRETE CURB FOR HFX, MIN. 12" CLEARANCE TO HFX EDGES. DO NOT INSTALL HFX OVER EXISTING CONC. HFX-12X8 2 HFX1HS - 1 1 8 " AB. 12 SD1 3 SD1 3 SD1 3 SD1 1 HFX3 HFP 8 - 7 / 8 P24 3 SD1 14 SD1 7 SD1 P30 P30 4X6 14 SD1 10 SD1 HDU 24X6 HD U 4 4X 4 B 6' - 3 " HDU2 4X4 10 SD1 HDU2 4X4 10 SD1 D 2'-0" x 7' x 18" GRADE W/ #5 @ 6" O.C. TOP AND BOTTOM W/ #4 STIRRUPS @ 12" O.C. HFX-18X82 HFX1 HS - 1 1 8 " AB. 4 SD1 3 SD1 8 SD1 EXISTING CONCRETE SLAB ON GRADE DJ FJ FJ FJ 1 2 3 4 A B E FC 4X4 4X4 A 8' - 0 " 4X4 4X4 C 7'-9" 4X 4 4X 4 4x6 H. 1 4x4 H. 4x4 H. 4x4 H. 4x4 H. 3 4 5. 2 5 x 1 1 . 2 5 P S L F . B . 5 3. 5 x 1 1 . 2 5 P S L F . B . 6 (E) HEADER 4X 6 4X 6 4x 4 H . LFA C 2'-6" FTAO SEE DETAIL C 2'-9" 22 SD3 13 SD2 21 SD3 4X4 4X 4 10 SD2 10 SD2 10 SD2 8 SD2 8 SD2 29 SD3 2x B L K G . 31A SD3 2x 6 F U L L H T . S T U D W A L L @ 1 6 " O . C . 29 SD3 29 SD3 28 SD3 7 2 HFP8HFP8 HFX-12X8 HFX-12X8 5 HFX2 5 HFX2 4x 1 0 H . 2x DRAG JOIST A 8' - 0 " 4x4 H. 2x D R A G J O I S T 31A SD3 32A SD3 2x DRAG JOIST 4X 4 4X 4 4x 1 2 F . B . 10 27 SD3 11 4x12 F.B. 4x 1 2 F . B . LUS410 31A SD2 2x DRAG JOIST 10 SD2 33 SD2 34 SD3 14C SD2 HFX-12X8 5 HFX2 12 29 SD3 10 SD2 31A SD2 23 SD3 K.P . 4X 4 2x D R A G J O I S T B 6' - 3 " 4X4 FJ D HFX-18X85 HFX29 SD2 4X4 4X4 31D SD2 4X4 RR RR RR RR RR RR 1 2 3 4 A B E FC A 10'-2"4X 4 4X 4 B 6' - 6 " 4X4 4X 4 C 4' - 1 " 4X4 4X4 4x 4 H . 9 4x 8 H . 4x4 H. 4x4 H. 4x4 H. 4x4 H. 4x 4 H . 8 4x 4 H . 4x 4 H . 8 SD2 8 SD2 8 SD2 23 SD3 4x1 0 H I P 4x1 0 H I P 4x1 0 H I P 4x1 0 H I P 24C SD3 25C SD3 25C SD3 25A SD3 25A SD3 25C SD3 4X4 12 SD2 12 SD2 12 SD2 12 SD2 11 SD2 HFX-18x85 HFX2 11 HFX3 D FOUNDATION PLAN & FRAMING PLAN S1 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 1/30/25 2- S T O R Y A D U A D D I T I O N DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 01 / 3 0 / 2 0 2 5 PL A N C H E C K PAD SCHEDULE PAD TYPE FOOTING REBAR SYM. 1.REFER TO S.0 SHEET FOR MORE INFO. 2.CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENGINEER OF RECORD FOR ALL DISCREPANCIES. 3.SPECIAL INSPECTION IS REQUIRED FOR INSTALLATION OF EPOXY. 4.CONCRETE COMPRESSIVE STRENGTH SHALL BE f'c = 2500 PSI (U.N.O.) Scale: 1/4" = 1'-0" FOUNDATION PLAN1 FOUNDATION NOTES DESCRIPTION MATERIAL SIZE EDGE NAILING 1,2 FIELD 6 8d 10d 6" 6" 4" 12" 12" 12" 6"12" 8" 10" 48" 36" 24" SHEAR WALL SCHEDULE FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 1.5" PENETRATION IN FRAMING MEMBER OR BLOCKING 2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 6.3" X 3" X 0.229" SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 12"6"16" LTP4 OR A35 16" 12" 10" 8" P 8d 6"12"6"16"--32" 12"--4"12"6" 4" 3/8" PLYWD/OSB, STRUCT. I W/ 8d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 4", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 3", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 2", 12", BLOCKED SIMP. SDS 1/4"Ø X 6" 16d A.B.'S 5/8" SHEAR SEISMIC / WIND CONFORMING TO ANSI/AF&PA, SDPWS 2021/CBC 2022 3" STAGG. 2" STAGG. PANEL JOINT SILL 2X 2X 2X 2X 2X 2X 2X 2X SILL TO RIM/BLK'G RIM/BLK'G TO TOP PLATE SILL TO FOUND. A B C D E 10d 10d 10d X FRAMING 3" STAGG. 2" STAGG. 2,5 4 4 4 4 72" 2X 3X 3X 3X 200 / 280 plf 340 / 476 plf 665 / 931 plf 870 / 1218 plf 510 / 714 plf 3/8" CDX (EXTERIOR NON-SHEARWALL) P18 P24 P30 1'-6" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. 2'-0" SQ. X 18" DEEP PAD W/ (3) #5 E.W. BOTT. 2'-6" SQ. X 18" DEEP PAD W/ (4) #5 E.W. BOTT. PX X SDX [E] FOOTING LEGEND DETAIL NUMBER DETAIL SHEET NUMBER UNBLOCKED DIAPHRAGM (215/300 PLF) 23/32" WOOD STRUCTURAL PANEL T&G SHTG, 48/24 10d NAILING, 1.5" PENETRATION INTO FRAMING 6" O.C.BOUNDARY 12" O.C.FIELD FLOOR DIAPHRAGM (U.N.O.) MANUF. LUMBER PRODUCTS: CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2-2X4 U.N.O. PER PLAN THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES: FOR "PSL" BEAMS: Fb = 2900 psi (MIN) Fv = 290 psi (MIN) E = 2.2x106 psi (MIN) FOR "LVL" BEAMS: Fb = 2600 PSI (MIN) Fv = 285 PSI (MIN) E = 2.0x106 PSI (MIN) FOR "LSL" BEAMS/HEADERS: Fb = 2325 psi (MIN) Fv = 425 psi (MIN) E = 1.55x106 psi (MIN) FOR MANUFACTURED RIM BOARD W/ MIN. 11 4" THICK, CONTINUOUSLY SUPPORTED BY WALL, AND MATCHES JOIST DEPTH: Fc^ = 680 psi (MIN) Fc //= 1400 psi (MIN) Ft = 1075 psi (MIN) E = 1.3x106 psi (MIN) GLU-LAM BEAM SHALL BE 24F-V4, DF/DF Fb = 2400 psi @ BOTTOM Fb = 1850 psi @ TOP Fv = 265 psi (MIN) E = 1.8x106 psi (MIN) 2 x 4 2-2 x 4 7.BUILDING CODE 2308.5.1 BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS: - 2X4'S @ 16" O.C. MAXIMUM 14'-0" HEIGHT - 2X6'S @ 16" O.C. MAXIMUM 20'-0" HEIGHT 8. BEARING STUD HEIGHTS: - 2X4'S @ 16" O.C. MAXIMUM 10'-0" HEIGHT - 2X6'S @ 16" O.C. MAXIMUM 16'-0" HEIGHT 9. REFER TO DETAIL 4/SD2 FOR TYPICAL DIAPHRAGM SHEATHING LAYOUT AND NAILING PATTERN. 10.DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 2/SD2 . 11.PROVIDE 2X BLK'G @ 6'-0" O.C. CEILING JOIST NOT SUPPORTED LATERALLY BY JOIST PER DETAIL 3/SD2 12.MINIMUM 2X6 WALL STUD FRAMING AT PLUMBING WALLS TO ACCOMMODATE DRILLING AND NOTCHING OF STUDS. CRC2022 SECTION R602.6. FRAMING NOTES FRAMING SCHEDULE SYMBOL SIZE & SPACING RR 2X10 RAFTERS @ 16" O.C. DJ 2X10 DECK JOIST @ 16" O.C. FJ 2X12 FLOOR JOIST @ 16" O.C. X 4X6 FJ CJ RR X SDX INDICATES ROOF RAFTERS, SEE FRAMING SCHEDULE INDICATES CEILING JOISTS, SEE FRAMING SCHEDULE INDICATES FLOOR JOISTS, SEE FRAMING SCHEDULE DETAIL NUMBER DETAIL SHEET NUMBER BEAM NUMBER, REFER TO CALCULATIONS. INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. EXISTING WALL TO BE REMOVED EXISTING WALL TO REMAIN NEW WALL CALIFORNIA FRAMING, SEE DETAIL 23/SD3 H.HEADER F.B.FLUSH BEAM C.B.CEILING BEAM D.B.DROP BEAM R.B.RIDGE BEAM BEAM TYPE UNBLOCKED DIAPHRAGM (180/240 PLF) 15/32" WOOD STRUCTURAL PANEL SHTG, 32/16 8d NAILING, 1.5" PENETRATION INTO FRAMING 6" O.C.BOUNDARY 12" O.C.FIELD ROOF DIAPHRAGM (U.N.O.) Scale: 1/4" = 1'-0" 1ST FLOOR PLAN / 2ND FLOOR FRAMING PLAN2 1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 2.ALL STRUCTURAL HARDWARE SHALL BE SIMPSON STRONG-TIE OR APPROVED EQUIVALENT. 3.ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. 4.ALL BEAMS SHOWN ARE DROP (U.N.O.) ON PLANS. 5.HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG-TIE AS FOLLOWS U.N.O.: LUS 2X HU W/ MAX 4X HGUS 6X, OR PSL, LSL, GLU-LAM BEAMS 6.THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. Scale: 1/4" = 1'-0" 2ND FLOOR PLAN / ROOF FRAMING PLAN3 1 FOUNDATION DETAILS SD1 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 1/30/25 2- S T O R Y A D U A D D I T I O N DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 01 / 3 0 / 2 0 2 5 PL A N C H E C K 1 2 3 4 5 6 7 8 10 11 12 13 14 BEND LAP SPLICE STIRRUP TIE OR HOOK NOTES: CROSSTIE WIRE TIE END D D 90° BEND R 180° BEND R12 " 4 db 2 1 2" MIN. 6 d b 4" M I N . 6db 3" M I N . * INCREASE LENGTH BY 30% FOR TOP BARS (HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF FRESH CONC. IS CAST IN THE MEMBER BELOW, EXCLUDE WALLS) DE T A I L I N G DI M E N S I O N DE T A I L I N G DI M E N S I O N 6 d b 4" M I N . 12 d b F O R # 6 T H R U # 8 3" M I N " D= 4db FOR #3 THRU #5 D= 6db FOR #6 THRU #8 8db 8db 48 db R= 3db FOR #3 THRU #8 R= 4db FOR #9 THRU #11 R= 5db FOR #14 THRU #18 TYPICAL REBAR DETAIL 1.PUT CROSSTIE W/ EACH STIRRUP ALT. 135° BENDS (90° FOR CIRCULAR TIE) 2.ALL BENDS SHALL BE MADE COLD SINGLE LAYER INTERSECTION & CORNER L L L L L L L L L L = 30 BAR DIAM. MIN. IN CONCRETE. 40 BAR DIAM. MIN. IN MASONRY. DOUBLE LAYER INTERSECTION & CORNER CONCRETE FOOTING INTERSECTION REINF. MAY BE CONT. OR ADD BARS WITH SAME SIZE & SPACING AS WALL/FOOTING REINF. 7" MI N . 2 4 6 13 4" MIN. ANCHOR BOLT TO [E] FOOTING 18 " V. I . F . 1 3 51.[E] 2X STUDS 2.5/8"Ø A307 THREADED BOLT 3.2X BLK'G BETWEEN STUDS @ LENGHT OF SHEAR WALL W/ (6) 10d @ EACH BLK'G 4.(E) CONC. SLAB 5.SHEAR WALL PER PLAN 6.DRILL 3/4"Ø W/ SIMP. SET-3G ICC 4057. INSTALL IN ACCORDANCE WITH SIMPSON STRONG-TIE RECOMMENDATIONS. SPECIAL INSPECTION REQUIRED 3 2 13 4" MIN. UNDERPINNED HOLD DOWN 5/8" A.B. Dia.Steel F1554 Gr36 Plt. Washer Holdown HDU5 CAPACITY (lbs) 5645 3"MI N . 5/8" F1554 Gr36 HDU4 4565 5/8" F1554 Gr36 HDU2 3075 1 1.THREADED ROD PER TABLE 2.(E) CONC. FOOTING 3.GROUT 4.PLATE WASHER PER TABLE 1/4"x1½"x1½" 1/4"x1½"x1½" 1/4"x1½"x1½" 4 HDU 4.25" MIN. 16 " MI N . RE T U R N 3" CL R . le 1 3/4" MIN. E E le 18" 18 " 1.REBAR PER TABLE, CENTERED @ "HD" (BEND REBAR @ CORNER). FOR COND. B, LOCATE TOP REBAR 3" TO 5" FROM TOP OF CONCRETE. 2.EDGE OF DEEPENED SLAB/FTG FOR HOLDOWN @ INT. SHEAR WALL. 3.CONCRETE STEM/FOOTING WIDTH (8" MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR 5/8"Ø BOLT) ENTIRE EMBED. LENGTH. 4.SS BOLTS PER SCHEDULE. 5.FTG WIDTH (13" FOR 7/8"Ø BOLT, 9" FOR 5/8"Ø BOLT). 6.EXTERIOR FOOTING EDGE. 7.CONCRETE CORNER. 8.CONCRETE END. 9.DEEPEND FOOTING AS REQUIRED TO ENSURE PROPER EMBEDMENT 10.USE 16D SINKER NAILS. (0.148"X3 1/4"). NOTES: - SEE PLANS FOR HOLDOWN TYPES. - SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. - WHEN 3-2X MEMBER IS USED FOR HDQ8 & HDU, 1/4"Øx4 1/2" SDS SCREWS SHOULD BE USED. SIMPSON HOLDOWN SB BOLTS #4 BAR X 8'-0" CENTERED @ HD*le (in.) IN LIEU OF #4 USE #5 BAR X 8'-0" CENTERED @ HD * HDU2 SS5/8x24 (2) TOP & BOT.(1) TOP & (1) BOT. HDU4 (2) TOP & BOT.(1) TOP & (1) BOT. HDU5 / HTT5 (2) TOP & BOT.(1) TOP & (1) BOT. HDU8 / HDQ8 (2) TOP & BOT.(1) TOP & (1) BOT. *CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER SCHEDULE ARE ADDITIONAL. SB BOLTS INSTALLATION @ SW @ EXT. FOOTING SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB PLAN VIEW SB @ CONC. CORNER PLAN VIEW SB @ CONC. END 1 2 5 3 4 9 6 4 1 7 4 8 4.25" MIN. 3" CL R . 18" NOTES: -4x4 POSTS CAN BE REPLACED W/ 2-2x4 AS LONG AS NAILS ARE MAINTAINED W/ MIN. EDGE DISTANCE AS REQUIRED BY THE MANUF. SPEC. & S.W. EDGE NAILS STAGGERED ON BOTH STUDS. -FOR NON-MONOPOUR FOUNDATIONS, USE (2) #5 DOWELS PER EACH SB BOLT, PLACED WITHIN 2" FROM THE BOLT. HOLD DOWN 8"8" E-E SECTION le 3" CL R . 9 9 SS5/8x24 SS5/8x24 SS7/8x24 18" 18" 18" NOTE: 1.SPRAY BONDING AGENT (INTRALOK OR SIMILAR) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. 2.IF POST TENSION FOUNDATION: VERIFY W/ POST TENSION ENGINEER FOR LOCATION OF STRANDS WHEN PLACING DOWELS INTO EXISTING P.T. FTG. DO NOT CUT STRANDS. 6"24" 2 1 3 [E] FTG [N] FTG 6"24" [N] FOOTING TO [E] FOOTING 15 ° 1.(E) FOOTING 2.#4 DOWELS 3.5/8"Ø HOLE W/ SIMPSON "SET-3G" EPOXY, ESR-4057 *SPECIAL INSPECTION REQ'D 6"24" 2 1 3 [E] FTG [N] FTG 6"24" 15 ° 12" MIN. 8"12" 2 1 3 [N] SLAB TO [E] FOOTING 1.#3 DOWELS @ 18" O.C. 2.1/2" Ø HOLE W/ SIMPSON "SET-3G" EPOXY, ESR-4057 SPECIAL INSPECTION REQ'D 3.[E] CONC. SO I L : 8 " M I N . CO N C . : 4 " M I N . W 7" MI N . EM B E D 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7db. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.18"x18" #3 DOWELS @ 18" O.C. 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 8.SCREED @ STUCCO FINISH D 2 1 15" 12" 18" 18" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 2 3 4 6 5 7 8 7" FO R 2 PO U R S ON L Y FOOTING DETAIL D W 4 INTERIOR FOOTING DETAIL 2 1 15" 12" 18" 18" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7D/B. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.18"x18" #3 DOWELS @ 18" O.C. 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 7" FO R 2 PO U R S ON L Y 7" MI N . EM B E D 12 3 5 7 6 [N] INTERIOR FOOTING AT [E] SLAB 7" MI N . EM B E D 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 4 1/2". FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.#3 DOWELS @ 24" O.C. FOR 2 POURS 6.[E] SLAB PER PLAN 7.5/8" Ø HOLE W/SIMPSON "SET-3G" EPOXY TIE, ESR # 4057 *SPECIAL INSPECTION REQ'D 8.#4 DOWELS @ 18" O.C. BENT AS SHOWN IN FOOTING & OVERLAP MIN. 24" AS SHOWN IN SLAB. 9.SPRAY BONDING AGENT (INTRALOK OR SIMILAR) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. 2 1 15" 12" 24" 24" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 5" MIN. 7 1 3 4" T O 2 " 3" MI N . CL R . 5" MIN. 8 D 12 3 4 4 6 6 7 8 9 9 1.EXISTING SLAB/FOOTING. 2.SLAB CUT. ROUGHEN SURFACE 3.FOUNDATION PAD PER PLAN. 4.PAD REINFORCEMENT PER PLAN. 5.NATURAL GRADE. 6.COMPACTED GRADE BELOW PAD PER INDUSTRY STANDARDS. 7.#4 BARS @ 12"O.C. EMBEDDED MINIMUM 6" INTO EXISTING SLAB/FTG @ MID HEIGHT W/ SIMPSON SET-3G EPOXY. .BARS MUST BE EMBEDDED 18" INTO NEW CONCRETE. 8.POST PER PLAN 9.SIMPSON CBS PER PLAN PE R P L A N . 5 2 8 9 2 7 1 3 4 6 SPECIAL INSPECTION REQUIRED FOR SIMPSON SET-3G (ICC-ESR 4057) EPOXY OR EQUIVALENT INSTALLATION. [N] PAD FOOTING AT [E] SLAB 2" MIN. FOR 2X4 WALL 3 1 2" MIN. FOR 2X6 WALL de [E] CONC. SLAB & FOOTING CONC. PAD, SEE PLAN FOR SIZE & REINF. NOTE: SIMPSON SET-XP EPOXY ESR-2508. SPECIAL INSPECTION REQUIREDEQ.EQ. PLATE WASHER, SEE TABLE UNDER PINNED FOOTING 6" MIN. 10" MIN. 12 " MI N . #4 DOWELS BENT AS SHOWN @ 12" O.C. (MIN. 2) W/ SIMP. SET-3G EPOXY (ICC-ESR 4057), SPECIAL INSPECTION REQ'D THREADED ROD PER TABLE, EMBED W/ SIMP. CRACK-PAC® FLEX-H2O™ HDU2 5 8"1 2'X11 2"X11 2"3"6"13 8"24"X24"X18"3075 HDU4 5 8"1 2'X11 2"X11 2"3"6"13 8"24"X24"X18"4565 HDU5 5 8"1 2'X11 2"X11 2"3"6"13 8"24"X24"X18"5645 HDU8 7 8"1 2"X21 2"X21 2"3"9"15 8"30"X30"X18"6970 HDU11 1"5 8"X3X2 3 4"7.25"11"1 7 8"36"X36"X18"11175 HDU14 1"5 8"X3 1 2"X3 1 4"7.25"11"2"42"X42"X18"14390 HD19 1 1 4"3 4"X3 1 2"X3 1 2"7.25"14 1 2"2 1 4"48"X48"X18"19360 SIMPSON HOLDOWN ANCHOR PLATE WASHER L1 CAPACITY (LBS) FOOTING SIZEdeWOOD THICKNESS NOTES: EXTERIORINTERIOR SEE PLANS 1 2 3 3 1 FACE OF STUD NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN - 4x4 POSTS CAN BE REPLACED WITH 2-2x4 AS LONG AS NAILS ARE MAINTAINED WITH MIN. EDGE DISTANCE AS REQUIRED BY THE SPEC. & S.W. EDGE NAILS STAGG ON BOTH STUDS. 1.CENTERLINE OF POST AND PAD FOOTING 2.POST IN WALL OR USE COLUMN BASE, SEE PLAN 3.PAD REINFORCEMENT, SEE PLANS SEE PLANS PAD FOOTING DETAIL SHEAR WALL 24" MIN. PLATE LINE PLAT E L I N E PLATE LINE PLAT E L I N E PLATE LINE PLAT E L I N E PLATE LINE PLAT E L I N E PLATE LINE PLAT E L I N E PLATE LINE PLAT E L I N E NOTES: ·PROVIDE 3 8" EDGE DISTANCE FOR NAILS; ·PROVIDE MIN. 2X BLK'G. @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHEDULE; ·STAGGER NAILS THAT ARE SPACED 2" O.C.; ·FOR SPECIFIC SHEARWALL CONDITIONS SEE PLAN & SCHEDULE; ·NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS; ·MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1 2" IN ANY DIRECTION. 1.SHEAR WALL INDICATED ON PLANS AND SCHEDULE 2.EDGE NAIL (E.N.) SHEAR PANEL TO ALL PANEL EDGES 3.FIELD NAIL @ 12" O.C. 4.POST PER PLAN. EDGE NAIL (E.N.) SHEAR PANEL TO POST 5.INSTALL HOLDOWN ON POST 6.TRIMMER WHERE OCCURS 7.SIMPSON LTP4 (OR A35) @ 24" O.C. OR SEE SHEAR WALL SCHEDULE FOR SPACING 8.ROOF RAFTER AND BLOCKING 9.3X MUDSILL 10.2X4 FLAT BLOCK NAILING FOR HORIZONTAL JOINTS 1 2 2 3 44 5 6 7 PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E 8 99 41 2" MAX. 41 2" MA X . CORNERS TO BE ROUND NO OVERCUTS 16" MIN. FROM ANY PANEL EDGE OPENING LIMITS 1 2" 1 2" 1 2"3" ³ 3 4" 3 4"X > 3" EDGE NAILING SPACING =< 3" EDGE NAILING SPACING > 3" SILL NAILING 18" MAX. 3 8" 1 2" 3 8" 21 2" MIN. 3 8" 3 8" 3 8" 3 8" EDGE NAILING SPACING =< 4"EDGE NAILING SPACING > 4" 11 2" PANEL JOINT NAILING 16d NAILS, SEE TABLE FOR SPACING, STAGGERED SHEARWALL SPACING A 6" B 6" C 4" D 4" E 3" 16d NAILS, SEE TABLE FOR SPACING, STAGGERED X SH E A R W A L L PE R P L A N POST PER PLAN E.N. E.N. E.N. E.N. E.N. X SH E A R W A L L PE R P L A N X SH E A R W A L L PE R P L A N X SH E A R W A L L PE R P L A N X PER PLAN SHEARWALL X PER PLAN SHEARWALL X PER PLAN SHEARWALL 16d NAILS, SEE TABLE FOR SPACING, STAGGERED X SH E A R W A L L PE R P L A N E. N . X SHEARWALL PER PLAN E.N. POST PER PLAN POST PER PLAN INTERSECTION AND CORNERS 16d NAILS, SEE TABLE FOR SPACING, STAGGERED X SHEARWALL PER PLAN E. N . E. N . DBL. STUD IN LIEU OF 3X 24 " MI N . 10 14 1 4" C L R . 1 4" C L R . 1 2 3 4 5 NON-BEARING WALL *PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. 6 1.SIMPSON "DTC" @ 48" O.C. MAX. 2.2X BLK'G @ 48" O.C. W/ (3) 16d @ EA. END 3.JOIST OR TRUSS BOT. CHORD 4.NON-BRG WALL 5.*3" RAMSET SHOT PIN @ 32" O.C. (ICC 1799) 6.CONC. SLAB PER PLAN FRAMING DETAILS SD2 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 1/30/25 2- S T O R Y A D U A D D I T I O N DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 01 / 3 0 / 2 0 2 5 PL A N C H E C K 1 2 3 4 5 6 7 8 9 10 11 12 13 NOTCH DEPTH STUD SIZE EXT. BRN'G WALL NON-BRN'G WALLS 2X4 7 8"1 7 16" 2X6 1 3 8"2 3 16" BORED HOLES STUD SIZE EXT. BRN'G WALL NON-BRN'G WALLS 2X4 1 3 8"2 1 8" 2X6 2 3 16"3 5 16" 2-2X4 2 1 8"2 1 8" 2-2X6 3 5 16"3 5 16" NOTE: BORED HOLES NOT PERMITTED IN MORE THAN TWO CONSECUTIVE DOUBLE STUDS STUD OU T E R 1 / 3 O F SP A N O N L Y d/4 M A X d M I N . SILL PLATE d SAWN LUMBER BORING, NOTCHES, & BLOCKING 5/8" MIN. BORE HOLE, SEE TABLE BELOW 1 1 4"X 16 GA STRAP W/ (8) 10d COMMON NAILS AT EACH END AT EACH PLATE 51 2" MAX. 1'-0" MIN. 1'-0" MIN. 2X6 SILL TYP. 2"Ø MAX. BORED HOLENOTCHES MIN. 6'-0" O.C. 2" MA X . 212" MI N . 1 1 4"X 16 GA STRAP W/ (6) 10d COMMON NAILS AT EACH END AT EACH PLATE 3" MAX. 10" MIN. 10" MIN. 2X4 SILL TYP. 13 4""Ø MAX. BORED HOLENOTCHES MIN. 6'-0" O.C. 112" MA X . 112" MI N . NOTES: 1.NOTCHES DEPTH PER DISTANCE FROM SUPPORT DEPTH OF JOIST: D/3 MAX. 1/3 SPAN OF JOIST: D/6 MAX. 2.ALL NOTCHES/BORE TO BE WITHIN 1/3 SPAN FROM SUPPORTS (NOT AT CANTILEVER SUPPORT) 3.MAINTAIN MIN. 6" SPACING BETWEEN ANY NOTCHES/BORED HOLES D MAX. 2" CLEAR, MIN. D/3 JOIST DEPTH MAX. D/3 MAX. D/4 MAX. AT SUPPORT ENDS D/6 MAX. 6" MIN. D/6 MAX. 1/3 MAX SPAN D JOIST PER PLAN 2x BLOCKING, FULL DEPTH (2) 16d OR (3) 8d INTERMEDIATE BLOCKING TYP. AT RIDGE 4'-0" LAP MIN. NOTE: FULLY NAIL STRAP W/ 16d SINKER OR 10d COMMON NAILS SHALL BE STAGGERED & AT LEAST 2 1/4" APART. 2 5 1 TOP PLATE SPLICE 4 1.PLATE TO STUD NAILING PER C.B.C. MIN. REQ'D 2.MIN. (2) ROWS 16d (2) 2x4: TOTAL (44) @ PLATE SPLICES OR BREAKS (2) 2x6: TOTAL (68) @ PLATE SPLICES OR BREAKS 3.LOCATE STUD UNDER SPLICE OR PROVIDE 2X BLK'G. ATTACHED TO ADJACENT STUD W/ (3) 16d NAIL @ SIDE 4.SPLICE TO BE OVER STUD 5.MST72, U.N.O. 3 3 TYPICAL WALL OPENING 1.(2) 16d MIN. (ADD (2) 16d FOR EA. 2" OF ADDITION HEADER DEPTH 2.THRU STUD, SEE HEADER TABLE 3.POST @ HOLDOWNS, SEE PLANS 4.2X STUDS @ 16" O.C. U.N.O. 5.2X WINDOW SILL WHERE OCCURS - OPENING > 6'-0"(2) 2X SILL - SILL HEIGHT > 10'-0" (2) 2X SILL 6.SILL PLATE 7.SIMP. A34 @ OPENING WIDER THAN 6'-0" 8.(2) 2X TOP PLATE 9.HEADER PER TABLE 10.2X TRIMMER - OPENING > 6'-0"(2) 2X TRIMMER - HEADER HT. > 10'-0"(3) 2X THRU STUDS 11.16d @ 12" O.C. STAGGER 12.(4) 8d TOE NAILS 13.KING POST PER PLAN W/ (2) A34, TOP. & BOT. 14.BEAM PER PLAN W/ (2) A34 4'-0"4" 6'-0"4" 8'-0"6" 10'-0"6" 12'-0"8" MIN. NOMINAL HEADER "D" NON-BEARING OPENING WIDTH MAX. HEADER SCHEDULE, U.N.O. NOTE: PROVIDE 2X FIRE STOPS AT CEILING AND @ 8'-0" O.C. VERTICAL 1 2 3 4 6 7 8 9 11 12 1 2 3 45 6 7 8 10 11 7 12 14 13 HEADER SPAN HT.# THRU STUDS 6'-0"8'-0"2 10'-0"8'-0"3 17'-0"8'-0"4 6'-0"10'-0"3 10'-0"10'-0"4 17'-0"10'-0"5 1 4" 3 8"18" 3 8" 1 4" 11 2" PANEL JOINT NAILING FIELD NAILING CONTINUOUS PANEL EDGE, E.N. PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PANEL EDGE, EDGE NAILING (E.N.) FOR BLOCKED DIAPHRAGM ONLY NOTES: ·STAGGER JOINTS AS SHOWN ·MIN. SIZE OF SHEET SHALL BE 2 FT. X 2 FT. ·NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING ·TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4 FT. LENGTH BEING AT LEAST THAT NOTED ON THE PLAN DIRECTION OF FACE GAIN PERPENDICULAR TO SUPPORT 2X FRAMING PER PLAN PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PANEL LAYOUT STAGGER 16" MIN. 24" MIN. 8d: 2X4 MIN. 10d: 3X4 MIN. 3/8" MIN. 3/8" MIN. 1/8" 1/4" MIN. 1/4" MIN. E.N. BLOCKED DIAPHRAGM NAILING E.N. 3 9 87 6 4 1 5 6 4 SHEAR TRANSFER 3 9 87 6 4 1 5 6 4 1.FASTENER & SILL PER SHEAR WALL SCHEDULE 2.BEAM WHERE OCCURS 3.A35 (OR LTP4) SEE SHEAR WALL SCHEDULE 4.SHEAR WALL WHERE OCCURS 5.RIM JOIST 6.2X STUD WALL 7.BEAM WHERE OCCURS 8.FLOOR JOIST PER PLAN 9.FLOOR SHEATHING PERPENDICULAR PARALLEL E.N.E.N. E.N. B.N.B.N. 5 6 3 8 1 4 7 B.N. 2 5 6 3 8 1 4 SHEAR TRANSFER 7 B.N. 2 9 PARALLELPERPENDICULAR 1.RAFTER PER PLAN 2.ROOF SHEATHING 3.LTP4 (OR A35), SEE SHEAR WALL SCHEDULE 4.SHEAR WALL AS OCCURS 5.(8) 10d NAILS 6.DBL. TOP PLATE 7.BEAM AS OCCURS 8.CEILING JOIST PER PLAN 9.CS14 W/ 2X BLK'G FOR 4 BAY MIN, U.N.O. E.N.E.N. HIP BEAM PYRAMID 1.HIP BEAM PER PLAN 2.1/4" A36 STEEL BENT PLATE W/ (10) 1/4"x3" SDS @ EACH LEG 3.ENSURE THE BORE HOLES TO BE OFFSET ON OPPOSITE SIDE 1 2 1 2 1 2 1 2 1 2 PLAN SECTION 1"112" 1" 112" 112" 112" 1" 112"112"112" 612" 1112" 2 1" 112" 112" 112" 112" 1112" 1" 112" 112" 112" 1" 3 1 2 3 2 4 BEAM POCKET 1.BEAM PER PLAN 2.SIMP. A34, EACH SIDE, TOP & BOT. 3.POST PER PLAN 4.SILL PLATE 5.(2) 10D MINIMUM EACH SIDE, ADD (2) 10D FOR EA. 2" OF ADDITION BEAM DEPTH 6.STUD TO COLUMN NAIL, 10D @ 12" O.C. 7.RAFTER PER PLAN 8.LTP4, BOTH SIDES 2 3 2 4 6 5 TAPER CONDITION 1 7 4 1 / 2 " MI N . 3 2 PARALLEL CONDITION PLA T E L I N E PLATE LINE 1 2 3 8 HIP BEAM 1.HIP PER PLAN 2.POST PER PLAN 3.TOP PLATE 4.1/4" A36 PLATE (14) 1/4"x3" SDS (7 ON TOP PLATE & 7 HIP BEAM) 5.(2) A34 1"112" 34" 112" 34" 112"112"112"112"112" 312" 34" 112"112"112"112"112"11 2" 34"112"3 4"412" 2" 212" 1'-4 " 1 3 3 3 4 2 1 4 5 2 4 1 4 ELEVATIONSECTION PLAN 4 1 FORCE TRANSFER AROUND OPENING 5 6 7 7 X X 3 6 1.MIN. 3X PER SHEAR WALL SCHEDULE 2.SHEAR WALL PER PLAN 3.DBL. TOP PLATE 4.4X BLK'G W/ (2) SIMP. CS16 STRAP (CAP. 3410 LBS) 5.TRIMMER PER PLAN 6.POST PER PLAN 7.HOLD DOWN PER PLAN 2 2 14 5 3 2 TOP PLATE DRAG DETAIL EXISTING NEW A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE 1.DBL. TOP PLATE 2.STRAP PER PLAN 3.2X STUDS 4.[E] DBL. TOP PLATE 5.[E] 2X STUDS B.N. 3 2 5 6 E.N. B.N. 3 2 4 4 FLOOR TO SHEAR WALL 1 PERPENDICULAR PARALLEL 1.2X BLK'G 2.JOIST PER PLAN 3.SIMP A35 PER SHEAR WALL SCHEDULE 4.SHEAR WALL AS OCCURS 5.SHEATHING 6.2X BLK'G @ 48" O.C., BOTH SIDES OF COLLECTOR BEAM E.N. FRAMING DETAILS SD3 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 1/30/25 2- S T O R Y A D U A D D I T I O N DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 01 / 3 0 / 2 0 2 5 PL A N C H E C K 21 22 24 29 32 33 34 35 36 31 25 28 27 23 FLOOR JOIST TO EXISTING WALL & RAFTERS 1.2X STUDS @ 16" O.C. 2.2X BLK'G W/ (2) #14 WOOD SCREWS @ EACH STUD 3.[E] ROOF FRAMING, RAFTERS TO STILL BE BEARING ON EXISTING DBL. TOP PLATE 4.[E] DBL. TOP PLATE 5.2X BLK'G 6.SIMPS. A35(OR LTP4), SEE SHEAR WALL SCHEDULE 7.FLOOR JOIST 8.FASTENER & SILL PER SHEAR WALL SCHEDULE 9.SHEAR WALL AS OCCURS 1 2 4 3 B. N . 5 6 E.N. 7 8 9 9 E.N. 4 6 B.N. 5 CALIFORNIA FRAMING 3 1 2 1.RAFTERS PER PLAN 2.ROOF SHEATHING 3.2x RIDGE BOARD 4.CALIFORNIA FRAMING 5.2X CONT. W/ 2-16d @ EACH RAFTER 6.FRAMING PER PLAN 7.2x @ SLEEPER 7 4 B.N.B.N. STRAP - POST TO POST 1 2 4 6 1 7 EN D LE N G T H EN D LE N G T H 3 5 A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE 1.POST PER PLAN 2.SILL PLATE, SEE SHEAR WALL SCHEDULE 3.JOIST PER PLAN 4.DBL. TOP PLATE 5.4X BLK'G TO MATCH POST ABOVE 6.2X RIM BLK'G 7.STRAP PER TABLE STRAP - POST TO BEAM 1 4 2 EN D LE N G T H EN D LE N G T H 5 3 A CS16 11 2" (10) 10d 1705# 11" B (2) CS16 3" (10) 10d 3410# 11" C (3) CS16 41 2" (10) 10d 5115# 11" D (4) CS16 6"(10) 10d 6820# 11" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE 1.POST PER PLAN 2.STRAP PER TABLE 3.BEAM PER PLAN, MIN 11 1/4" DEPTH 4.SILL PLATE 5.JOIST PER PLAN ALT. CONDITION A A 26" MIN. PLAN VIEW A-A EQ EQ 1" MIN. 16" 42 " M A X . 1 1/4" TYP. 2 1/2" MIN. TYP. 1"1"1 1/2" 10 " MI N . EQTYP 3 1/4" MIN.2 1 / 2 " MI N . 1 1 / 2 " MI N . PLAN VIEW B-B SECTION C-C EQ . TY P 6"MIN. B B C C NEWEL POST AT STRINGER 1.4X4 MIN.(D.F.#2) NEWEL POST. 2.PLYWOOD TREADS. 3.STRINGER PER DET 10/SD3. 4.1/4"ØX5" LAG SCREWS FROM STRINGER TO NEWEL POST (4) TOTAL W/ PLATE WASHER 1 1/4" SQ. X 3/16" THK. 5.(2) 2X4 FLAT BLOCKING TOP & BOTTOM OF STRINGER (4) TOTAL. 6.1/4"ØX5" LAG SCREWS FROM STRINGERS' TOP & BOTTOM TO 2X4 FLAT BLOCKINGS (8) TOTAL WITH PLATE WASHER 1 1/4" SQ.X3/16" THK. 7.INFILL BLK'G BETWEEN NEWEL POSTS. 8.(3) 10d NAILS EQUALLY SPACED EA. TREAD TO STRINGER (6) TOTAL. 9.BALUSTER PER ARCHITECT'S DETAIL. CONNECTIONS BY OTHERS (PER MANUF). 10.(2) H2.5A T&B NEWEL POST TO PERIMETER BM. 11.A35 BOTH FACES OF NEWEL POST TO PERIMETER BEAM. 12.PERIMETER BEAM/RIM JOIST PER PLAN. 13.CS20 WRAP AROUND TOP & BOTTOM OF PERIMETER BEAM & 4X4 ADD-ON AND W/ (2) ROWS OF 10d COMMON NAILS @ 2 1/16" O.C. ENTIRE LENGTH. MIN. 16" END LENGTH. 14.4X4 ADD-ON W/ (9) 16d COM. NAILS @ TOP & BOTT. OF FLOOR JOIST. INSTALL FACE NAILS FROM FLOOR JOIST TO 4X4 ADD-ON. 15.7/16" DIA. X 4" LONG LAG SCREW WITH WASHER @ 48" O.C. MAX. THROUGH DRY WALL OR PER HANDRAIL MANUFACTURER SPEC. 16.DOUBLE 2X STUDS/4X4 POST @ 4'-0" O.C. MAX. 17.4X4 BLOCKING @ 4'-0" O.C. MAX. W/ (6) 16d SINKER TOE NAILS @ EA. END. (3) TOP & (3) BOTTOM. 18.(2) 16d SINKER NAILS EACH SIDE OF DOUBLE STUDS (4) TOTAL. 19.FLR. JOIST W/ B.N. ALONG JOIST LENGTH. 20.(2) H2.5A PERIMETER MBR. T&B TO THE IMMEDIATE (DBL) ADJACENT FLOOR JOISTS (4) TOTAL @ EA. DBL. STUD LOCATION. 21.(2) CS16 BOTH EDGES OF STUDS/4X4 (4) TOTAL. NAIL ALL HOLES W/ 16d COMMON NAILS & SLIT CUT SHEATHING FOR STRAP INSTALLATION. 22.4X NOMINAL (MIN.) FULL DEPTH PERIMETER MEMBER. ALT., PROVIDE DOUBLE RIM JOISTS W/ PLYWOOD SHIM IN BETWEEN. 23.(2) 16d TOE NAILS EA. SIDE OF DBL. STUDS TOP & BOTTOM. 24.DBL. 2X PLATES W/ (2) ROWS OF 10d NAILS @ 12" O.C. STAGG. 25.HANDRAIL BRACKET PER MANUF. 26.2X ADD-ON W/ (2) ROWS OF 10d FACE NAILS @ 8" O.C. TO FLOOR JOIST IMMEDIATELY ADJACENT TO (DBL) 2X4 STUDS. HAND/GUARD RAIL 24 23 16 23 2018 21 26 22 14 19 12 11 7 10 9 13 17 15 25 1 14 19 7 1 12 16 4 8 5 6 2 1 6 7 3 NOTE: ALTERNATE TO 1/4"ØX5" LAG SCREWS SIMPSON 1/4"Ø x 6" SDS SCREWS CAN BE USED. A 3/4" THK FULL BEARING PLYWOOD SHIM IS REQUIRED BETWEEN PLATE WASHER & STRINGER FOR SDS SCREWS TO NEWEL POST. 12 7 11 1 5 7 6 9 5 10 13 2 3 4 4 2 8 12'-0" 10'-0" 8'-0" 18'-0" 2X16 ALL 2X14 ALL 2X12 ALL 2X16 @ EDGE (2)2X16 @ INTERIOR STRINGERS @ 16" O.C. SPAN MAX. STAIR CASE 1.SEE TABLE. SPANS ARE HORIZONTAL PROJECTION LENGTH. (ALT. LSL STRINGERS OF THE SAME SIZES W/ Fb = 1700 PSI (MIN), Fv = 400 PSI (MIN), & E =1.3X106 PSI (MIN) CAN BE USED.) 2.PLYWOOD TREADS & RISERS (MIN. 3/4"). 3.2X4 P.T. PLATE ANCHORED WITH SIMP. PHNW-72 SHOT PINS 0.145Ø W/ 3/4" MIN. EMBED INTO CONC @ 24" O.C. MAX. SECURE STRINGER TO 2X4 PLATE W/ (3) 16d TOE NAILS. 4.PER ARCHITECTURAL. 5.PLYWOOD SUBFLOOR. PRESSURE TREATED PLYWOOD FOR EXTERIOR STAIRS 6.SIMPSON THA213, ALT. (1) A35 EA. SIDE UP TO MAX. 12'-0" SPAN*. USE THA218 / THA218-2 FOR 2X16 / (2) 2X16. . 7.DOUBLE JOIST OR HEADER. 8.SIMP. A35 @ EACH STRINGERS 9.CONT. 2X PLATE W/ 16d NAILS @ 8" O.C. 10.DBL. JOIST OR BLOCKING 11.5 1/4" MIN. FOR 2x12, 7 1/4" MIN. FOR 2x14 & 9 1/4" FOR 2X16 @ NOTCH. NO OVERCUT. 12.2X6 LEDGER W/ (4) 16d NAILS PER STUD @ WALL CONDITION. 13.PRESSURE TREATED PLYWOOD SHIM W/ MIN. (2) SIMP. PHNW-72 SHOT PINS 0.145Ø W/ 3/4" MIN. EMBED INTO CONCRETE. 22GA SHEET METAL OR WATER PROOF MEMBRANE CAN BE USED AS AN ALTERNATE. 7.25" 5.25" 9.25" 9.25" 9.25" MIN. DEPTH @ NOTCH SIMP. A35, (2) @ EACH SIDE 3 16 STEEL PLATE PER MANU. W/ (6) 1/4"X6" SDS SCREWS 6X BLK'G 42 " M I N . DBL. TOP PLATE 1 1 2" X 1 1 2" IRON POST PER MANUFACTURE, 48" O.C. MAX. A - SIDE B - FRONT C - PLAND - ENLARGED PLAN FLOOR JOIST PER PLAN FLOOR JOIST PER PLAN 4X RIM BEAM SHEATHING PER PLAN GUARD RAIL DETAIL 1/8 2x BLK'G 1 2" 1 2" 31 2" 1 2" 1 2" 21 2" 4" 1 2"1 2" 4"X3.5"X 3 16" STEEL PLATE 11 2"112" 1 7 10 8 10 11 7 1 8 10 11 7 1 9 9 END L E N G T H ENDLENG T H 3 4 1 2 45 END LENGTH 1 7 8 6 A CS16 112" (10) 10d 1705# 11" B CS14 112" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE (5) 10d 8"3 (6) 10d 9"4 (11) 12d 10"8 (13) 16d 14"10 (18) 16d 18"15 MINIMUM FASTENERS PER SPLICE MIN. SPLICE LENGTH # OF A35 W/ BLK'G @ TOP PLATE DRAG DETAILS 1 2 4 12 7 1.STRAP, SEE TABLE BELOW 2.DRAG BLK'G, SEE PLAN FOR DRAG LENGTH AND TABLE FOR BLK'G THICKNESS REQ'D 3.ROOF SHT'G. W/ E.N. ALONG LINE OF DRAG 4.JOIST/RAFTER PER PLAN 5.HIP BM. OR TOP CHORD OF HIP TRUSS 6.2X @ 48" O.C., BOTH SIDES OF JOIST 7.DBL. TOP PLATE OR BEAM 8.BEAM PER PLAN 9.SIMPSON EPC, U.N.O. 10.POST PER PLAN 11.2X STUD 12.FULL DEPTH BLK'G W/ A35, SEE TABLE FOR MIN. REQ'D PER STRAP. 13.LUS/HU HANGER PER FRAMING PLAN NOTES 14.VALLEY BEAM 15.FULL DEPTH DRAG BLK'G 16.2x STUD W/ 16d @ 12" O.C. DRAG BLK'G TO TOP PLATE DRAG BEAM TO TOP PLATEDRAG RAFTER TO TOP PLATE 2 DRAG TOP PLATE TO TOP PLATE 8 13 86 END LENGTH CLEAR SPAN END LENGTH 4 46 1 13 DRAG BEAM TO BEAM 4 6 14 15 4 1 HIP - DRAG RAFTER TO BLK'G VALLEY - DRAG RAFTER TO BLK'G 16 16 SHEAR TRANSFER 1.FLOOR SHEATHING 2.BEAM PER PLAN 3.2X BLK'G W/ 16d @ 6" O.C. 4.SHEAR WALL WHERE OCCURS 5.2X STUD WALL 6.SIMP. LUS HANGER 7.SILL AND FASTENER PER SHEAR WALL SCHEDULE 8.DECK JOIST PER PLAN 9.FLOOR JOIST PER PLAN 10.SHAPED NAILER AS NEEDED TO BE FLUSH WITH FLOOR JOIST W/ 16d @ 6" O.C. 2 1 X 4 5 6 8 B. N . 3 E.N. 7 6 1 9 10 NOTES: 1.STRAP NAILING AT BLOCKING TO BE @ 4" O.C. MAX., MIN. 3 PER BLK'G 1.JOIST/RAFTER PER PLAN 2.BLK'G, SEE TABLE BELOW FOR MIN. THICKNESS 3.TOP PLATE OR BEAM PER PLAN 4.2X STUD WALL 5.STRAP, SEE TABLE BELOW 6.SIMP. A34 W/ #9 x 1-1/2" SDS SCREWS, BOTH SIDES BALLOON FRAMING DRAG DETAIL A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE (5) 10d 8" (6) 10d 9" (11) 12d 10" (13) 16d 14" (18) 16d 18" MINIMUM FASTENERS PER SPLICE MIN. SPLICE LENGTH 1 2 3 4 2 4 6 2 4 3 1 POST TO BEAM 1.BEAM PER PLAN 2.SIMP. ECCQ 3.POST PER PLAN 4.SIMP. CCQ 5.SIMP. CCTQ 6.SIMP. ECCLLQ 7.SIMP. ECCLRQ 5 3 1 6 3 1 7 3 1 KING POST DETAIL 1 3 5 4 2 1.BEAM OR POST PER PLAN 2.(4) SIMP. A35 3.4X POST 4.(2) SIMP. A35 5.HEADER PER PLAN KNEE BRACE 11 2" MIN. 21 2" MIN.11 2" MIN. A - FACE VIEW 1.BEAM PER PLAN 2.SIMP. ECCQ 3.SIMP. CCQ 4.6x6 KNEE-BRACE 5.(2) 1/4"Ø LAG SCREWS W/ MIN. 4.5" EMBEDMENT 6.COLUMN PER PLAN 5 5 4 1 6 2'-0" 2' - 0 " 2" MI N . 2" MIN. 3 A 55 4 1 6 2'-0" 2' - 0 " 2" MI N . 2" MIN. 2 6 A 5 6 3 8 1 4 B.N. 2 SHEAR TRANSFER 1.(E) RAFTER 2.ROOF SHEATHING 3.LTP4 (OR A35), SEE SHEAR WALL SCHEDULE 4.SHEAR WALL AS OCCURS 5.(8) 10d NAILS 6.DBL. TOP PLATE 7.BEAM AS OCCURS 8.(E) CEILING JOIST 9.LEDGER PER PLAN, (3) 1/4" SDS WOOD SCREWS PER STUD, 2.5" MIN. EMBEDMENT. PROVIDE SIMP. MST48 @ BREAKS 10.(2) 16d SINKER NAILS @ EACH 2X4 FLAT 11.2X FULL DEPTH BLOCKING @ 48" O.C. BETWEEN LEDGER & 1ST RAFTER BOUNDARY NAIL 12.ROOF RAFTER PER PLAN E.N. B. N . 9 2 10 11 E.N. 7 12 Job#R24-0921 2-Story ADU (909) 569-1886 | info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 BUILDING ENERGY ANALYSIS REPORT SINGLE FAMILY RESIDENCE ADDITION at: 2413 Poinsettia St. N Santa Ana, CA 92706 12/3/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 1 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 GENERAL INFORMATION 01 Project Name 2-Story ADU 02 Run Title Title 24 Analysis 03 Project Location 2413 Poinsettia St. N 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92706 07 Software Version EnergyPro 9.3 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed Addition 13 Number of Bedrooms 1 14 Addition Cond. Floor Area (ft2)679 15 Number of Stories 2 16 Existing Cond. Floor Area (ft2)0.01 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)679.01 19 Glazing Percentage (%)32.85% 20 ADU Bedroom Count 1 21 ADU Conditioned Floor Area 679 22 Fuel Type Natural gas 23 No Dwelling Unit:No ADDITION ALONE - Project Analysis Parameters 01 02 03 04 05 06 Existing Area (excl. new addition) (ft2) Addition Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms 0.01 679 679.01 0 1 1 ADDITION ALONE - ACCESSORY DWELLING UNIT (ADU) PROJECT ANALYSIS PARAMETERS 01 02 03 04 05 06 07 08 Zone Name Existing Area (excl. new addition) (ft2) ADU Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms Attached vs. Detached Living Area 0.01 679 679.01 0 1 1 Detached 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 2 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 Building does not incorporate Special Features 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 3 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0 2.55 0 7.04 0 -4.49 Space Cooling 0 35.95 0 37.41 0 -1.46 IAQ Ventilation 0 4.25 0 4.25 0 0 Water Heating 0 40.41 0 32.52 0 7.89 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 0 83.16 0 81.22 0 1.94 Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 9.43 0 9.43 Appl. & Cooking 0 44.74 0 44.47 Plug Loads 0 54.15 0 54.15 Outdoor Lighting 0 1.86 0 1.86 TOTAL COMPLIANCE 0 193.34 0 191.13 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 4 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 31.03 28.96 2.07 6.67 Net EUI2 31.03 28.96 2.07 6.67 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •NO SPECIAL FEATURES REQUIRED 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 heat pump rated heating capacity ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Area Conditioned Mini Split1 679 8 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status North wall Living Area R-15 Wall 0 Left 143.36 82.37 90 none New 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 5 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status East wall Living Area R-15 Wall 90 Back 186 57.93 90 none New South wall Living Area R-15 Wall 180 Right 139.36 0 90 none New West wall Living Area R-15 Wall 270 Front 56 20 90 none New North wall 2 Living Area R-15 Wall 0 Left 143.36 55.69 90 none New East wall 2 Living Area R-15 Wall 90 Back 146 0 90 none New South wall 2 Living Area R-15 Wall 180 Right 143.36 18.75 90 none New West wall 2 Living Area R-15 Wall 270 Front 146 25 90 none New Floor to Floor Living Area R-0 Floor No Crawlspace n/a n/a 281 n/a n/a New OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof Living Area R-30 Roof No Attic 0 Left 391 0 2 0.1 0.85 No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading WB-3030 Window North wall Left 0 1 9 0.3 NFRC 0.23 NFRC Bug Screen SLGD3-11068 Window North wall Left 0 1 73.37 0.3 NFRC 0.23 NFRC Bug Screen WA-5030 Window East wall Back 90 1 15 0.3 NFRC 0.23 NFRC Bug Screen WC-3446 Window East wall Back 90 1 15 0.3 NFRC 0.23 NFRC Bug Screen 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 6 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading WD-2646 Window East wall Back 90 1 11.25 0.3 NFRC 0.23 NFRC Bug Screen SLGD4-7068 Window North wall 2 Left 0 1 46.69 0.3 NFRC 0.23 NFRC Bug Screen WB-3030 2 Window North wall 2 Left 0 1 9 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 Window South wall 2 Right 180 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 2 Window South wall 2 Right 180 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 3 Window South wall 2 Right 180 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 4 Window West wall 2 Front 270 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 5 Window West wall 2 Front 270 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 6 Window West wall 2 Front 270 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen WE-2626 7 Window West wall 2 Front 270 1 6.25 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D2-2668 East wall 16.68 0.5 D1-3068 West wall 20 0.5 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 7 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living Area 398 82.25 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-30 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x10 @ 16 in. O. C.R-30 None / None 0.037 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-30 / 2x10 Inside Finish: Gypsum Board R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. O. C.R-0 None / None 0.196 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x12 Ceiling Below Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 8 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name Heating Element Type Tank Type # of Units Tank Vol. (gal) Heating Efficiency Type Efficiency Rated Input Type Input Rating or Pilot Tank Insulation R-value (Int/Ext) Standby Loss or Recovery Eff 1st Hr. Rating or Flow Rate Tank Location DHW Heater 1 Gas Consumer Instantaneo us 1 0 UEF 0.97 Btu/Hr 200000 0 n/a n/a WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type Mini Split1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 9 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Ductless MiniSplit HP 1 HSPF 8 24000 20000 EERSEER 14 11 Not Zonal Single Speed Heat Pump System 1-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required No No Yes Yes INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam ADU IAQVentRpt 35 0.35 Exhaust No n/a / n/a No Yes 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:2-Story ADU Calculation Date/Time:2024-12-03T14:24:37-08:00 (Page 10 of 10) Calculation Description:Title 24 Analysis Input File Name:2413 Poinsettia St. N - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-12-03 14:24:59 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Paul Truong Get Structural 12/03/2024 3000 E Birch St Brea, CA 92821 9095691886 Paul Truong Get Structural 12/03/2024 3000 E Birch St Brea, CA 92821 9095691886 424-P010301442A-000-000-0000000-0000 12/03/2024 14:25 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. 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. TITLE 24 T24-1 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 12/3/24 2- S T O R Y A D U DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL TITLE 24 (CONT.) T24-2 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 12/3/24 2- S T O R Y A D U DATE: 24 1 3 P O I N S E T T I A S T . N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R24-0921 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 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 July 3, 2024 Also sent via email to: naomigrange@gmail.com Naomi Grange 2411 N. Poinsettia Street Santa Ana, CA 92706 Subject: Address Assignment for the detached accessory dwelling unit (ADU) located at 2411 N. Poinsettia Street (APN: 003-081-16) in Santa Ana, CA Dear Mrs. Grange, 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 the detached accessory dwelling unit (ADU) located at 2411 N. Poinsettia Street (APN: 003- 081-16). 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 Address(es) to be Deactivated/Removed 1.2413 North Poinsettia Street (Address for New ADU)1.N/A 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) 667-2792or by email at farias@santa-ana.org. Sincerely, Fernanda Arias Assistant Planner II Exhibit A – Address Plan Address Letter for 3229 South Park Drive Unit 2 Page 2 of 3 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 2411 N. Poinsettia Street Existing Single- Family Home 2413 N. Poinsettia Street (N)ADU Exhibit A CITY OF SAWK& ANA Planning and Buildingncy Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org Approved DETAC I&DO&LFRMIT ISSUANCE GRADINC3 PERMIT WAIVER REQUEST Date: PCC-20 THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S) A grading permit is required for all new detached buildings including new detached Accessory Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered professional engineer shall be required to be submitted before or concurrently with the architectural plans submittal to the Building Safety Division. Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if all of the following conditions are met. The property owner(s) shall take full responsibility for the site drainage by signing this waiver request agreement below. In order to qualify for the grading permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and sign this waiver request. A copy of this completed checklist shall be made part of the each set of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Property Address: 2413 N Poinsettia St. Santa Ana, CA 92706 Yes No 1 ❑ The project property is NOT located on a FEMA designated flood zone (Zone A or AE). 2 L( ❑ The total amount of soil being cut or filled on this project is less than 50 cubic yards. 3 ❑ The site drainage shall be constructed such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 4 [N( ❑ The site drainage shall be constructed such that the drainage will not adversely affect the adjoining properties. 5. LEI ❑ The project plans includes a site plan that shows site drainage patterns. Grading Permit Waiver Request I/we are requesting a waiver from the standard requirements for a precise grading plan and permit for our ADU project to be constructed at the project address indicated above. In doing so, I/we accept that the design of the site drainage patterns must adhere to the minimum requirements set forth in the current building codes and the County of Orange Drainage Design Manual. By signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials, employees, and agents against any and all claims for damages and costs arising out of the site drainage at the project property. , Owner Name(s): Owner Signature Date: �t Notes: 1. The building official reserves the right to require a grading permit based on site conditions. 2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones. ISSUED: 7/1/2024 Page 1 of 1 FIRE ORANGE COUNTY FIRE AUTHOI _ Plan Submittal Criteria Form qRt� �a�r naon�t 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 Project Information F CITY OF SANTA ANA Planning and Building Agency Y Pr d FOR CE Master ID: Date: LI ivavv aulymc ranuly nue;luencervuplex u Addition/Remodel 9k ADQ ❑ Other Address: �11 I `'� Unit #: City or Unin rporat d County Area: ZiP: Scope of Work: Existing '�()li; Area to Total Resulting jp �l Stories: Area Added in Past 2 Years Area I �"" be Added: Area: ' G4 (excluding this project Yes No Questionnaire nr•rn 01-- T... ;f 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 (PR400-402) Fire Sprinkler firesprinklers or a house that will have firesprinklers added as part of thisproject? 3. ❑ M Addition — Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire (PR400-402) Fire Sprinkler s rinkler retrofit based on a threshold set by local ordinance? 4. Distance — Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site 140-feet from the fire access roadway? 5. ® Total Area — Will the addition result in a total area of greater than 3,600 square feet (sf) for non- *(PR160) Residential Site sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all with Water Availability enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? 6. ❑ JQ Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or (PR400-402) Fire Sprinier removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed contractor to determine if a firesprinkler modification is needed. 7. ❑ Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a *(PR160) Residential Site garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold (PR400-402) Fire Sprinkler set by local ordinance? 8. 0 Iltl Gate — Is a gate being installed across a driveway or road that is designated as a fire department (PR180) Gate JI access roadway, or a driveway or road that serves more than a single home/duplex? 9. ® P, Methane — Is project located in or less than 1 00'from a "Division of Oil, Gas, and Geothermal *(PR160) Residential Site Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas *(PP172-174)With— seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only Test/Midgation Plans applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU's). 10. ® Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to *(PR125) Fuel Modification slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation, (PR182)Accessory or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as Structure defined by the State, or D near an area that could be affected by a wildfire in the open space. uF tj vvai -cyuu uu uvivi o i�uai ivv Ul a yl aUll Iy/t.JUJ1U11 ly pC1I I IIL HII Uu iei puns types may oe aererrea suomaa s- Applicant C ficatio t_cgrtify, undef penalty of perjury, under the i ws th _ f Cal om , tit the information above is true: r Print Name: Vf/W IV V1 i Si ature. ) Date: 19 111 1�:2-lf Phone Number: mail: maA 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 CITY OF SANTA ANA Certificate of Compliance Payment of School Facility Fees Santa Ana Unified School District Planning and Building Agency Approved lb FOR PERMIT 7CE Name (First, MI, Last) Telephone Project Address NVY74> K- Tract/Parcel Number City,State,. Zip Code NO Name (First, MI, Last) Telephone Use of Building (check) ResidentiajQ Commercial ❑ Senior Housing ❑ Type of Project (check) Ne Addition ❑ Alteration ❑ Description of Project ec UC - Number of Square Feet of (^� Residential Space fCA Sq.Ft x $ •� �I (Dev. Fee) Number of Square Feet of Commercial Space Sq.Ft x $ (Dev. Fee) LEI Total $ Total $ 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 automatically terminate, and the appropriate City/County 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. -n .— low NVOM't 0MVIle, ?J -,ZD Applicant Name (Please r t) D to y N' 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. JXW 0- X�A �' �� (/V V � (11 Vi 0 t3 h 1 ,�5- Santa A a Unifie chool District Authorized Representative Date DISTRIBUTION White - City/County Canary - Applicant Pink - Facilities Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020