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Home My WebLink About1025 La Cadena Ave # A-D - 2023 -PDS STUDIO, inc. 711 S FIRST AVE, ARCADIA, CA 91006 WWW.PDS-STUDIO.COM MAIL@PDS-STUDIO.COM (626) 294-9402 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA ARCADIA, CA 91007 &L @Cø# (E) (N) ANDANGLE ATCENTERLINEDIAMETER OR ROUNDPOUND OR NUMBER EXISTINGNEW ACOUS.A.D.ADJ. AGGR.AL.APPROX.ARCH.ASB.ASPH. ACOUSTICALAREA DRAINADJUSTABLE AGGREGATEALUMINUMAPPROXIMATEARCHITECTURALASBESTOSASPHALT BD.BITUM.BLDG.BLK.BLKG. BM.BOT. BOARDBITUMINOUSBUILDINGBLOCKBLOCKING BEAMBOTTOM CAB. C.B.CEM.CER.C.I. G.G.CLG.CLKG.CLO. CLR.C.O.COL.CONC. CONN.CONSTR.CONT.CORR.CTSK.CNTR.CTR. CABINET CATCH BASINCEMENTCERAMICCAST IRON CORNER GUARDCEILINGCALKINGCLOSET CLEARCASED OPENINGCOLUMNCONCRETE CONNECTIONCONSTRUCTINCONTINUOUSCORRIDORCOUNTERSINKCOUNTERCENTER DBL. DEPT.D.F.DET.DIA. DIM.DISP. DN. D.O.DR.DWR.DS. D.S.P.DWG. DOUBLE DEPARTMENTDRINKING FOUNTAINDETAILDIAMETER DIMENSIONDISPENSER DOWN DOOR OPENINGDOORDRAWERDOWNSPOUT DRY STANDPIPEDRAWING EQ.EQPT. E.W.C.EXST.EXPO.EXP. EXT. EQUALEQUIPMENT ELECTRIC WATER COOLEREXISTINGEXPOSEDEXPANSION EXTERIOR F.A. F.B.F.D.FDN.F.E.F.E.C.F.H.C.FIN.FL.FLASH.FLOUR.F.O.C. F.O.F.F.O.S.FPRF.F.S. F.FTG.FURR.FUT. FIRE ALARM FLAT BARFLOOR DRAINFOUNDATIONFIRE EXTINGUISHERFIRE EXTINGUISHER CABINETFIRE HOST CABINETFINISHFLOORFLASHINGFLUORESCENTFACE OF CONCRETE FACE OF FINISHFACE OF STUDSFIREPROOFFULL SIZE FOOT/ FEETFOOTINGFURRING FUTURE G.A.GALV.G.B.G.L.GND.GR.GYP. GAUGEGALVANIZEDGRAB BARGLASSGROUNDGRADEGYPSUM H.B.H.C.HDWD. HDWE.H.M.HORIZ.HR. HGT. HOSE BIBBHOLLOW COREHARDWOOD HARDWAREHOLLOW METALHORIZONTALHOUR HEIGHT I.D. I.F.INSUL.INT.INV. INSIDE DIAMETER INSIDE FACEINSULATIONINTERIORINVERT JAN.J.H.JST. JT. JANITORJOIST HANGERJOIST JOINT MAX.M.C.MECH.MEMB. MET.MFR.MH.MIN. MIR.MISC. M.O.MTD.MUL. MAXIMUMMEDICINE CABINETMECHANICALMEMBRANE METALMANUFACTUREMANHOLEMINIMUN MIRRORMISCELLANEOU MASONRY OPENINGMOUNTEDMULLION N. N.I.C.NO.NOM.N.T.S. NORTH NOT IN CONTRACTNUMBERNOMINALNOT TO SCALE SQ.S.ST. S.SK.STA.STD.STL. STOR.STR.STRL.SUSP.SYM. SQUARESTAINLESS STEEL SERCICE SINKSTATIONSTANDARDSTEEL STORAGESTRAIGHTSTRUCTURALSUSPENDED SYMMETRICAL/ SYMBOL TRD.T.B.T.C. TEL.TER.T.&G.THK. T.P.T.P.D.T.V.T.W. TYP.T.O.PT.O.R.T.O.S. TREADTOWEL BARTOP OF CURB TELEPHONETERRAZZOTONGUE AND GROOVETHICK TOP OF PAVEMENTTOILET PAPER DISPENSETELEVISIONTOP OF WALL TYPICALTOP OF PLATETOP OF ROOF TOP OF SLAB/STEEL UNF.U.N.O.UR. UNFINISHEDUNLESS NOTED OTHERWISEURINAL VAC. V.C.T.VERT.VEST.V.G. V.I.F.V.L.V.R.V.T. V.T.R.V.W.C. VACUUM VERTICALVESTIBULEVESTIBULEVERTICAL GRAIN VERIFY IN FIELDVERIFY LOCATIONVERIFY REQUIREMENTVINYLTILE CENT THRU ROOFVINTL WALL COVERING EEA.E.J. EL.ELEC.ELEV.EMER. ENCL.E.P. EASTEACHEXPANSION JOINT ELEVATIONELECTRICALELEVATOREMERGENCY ENCLOSUREELECTRICAL PANELBOARD W.W/ W.C.WD. W.H.WIN.W/OWP.W.R.W.R.B.WSCT.WT. WESTWITHWATER CLOSETWOOD WATER HEATERWINDOWWITHOUTWATERPROOFWATER RESISTANTWATER RESISTIVE BARRIERWAINSCOTWEIGHT L YYD.YESYARD VIEW DIRECTION INDICATOR SECTION REFERENCE .... ... DRAWING NUMBER SHEET NUMBER VIEW DIRECTION INDICATOR ELEVATION REFERENCE .... ... DRAWING NUMBER SHEET NUMBER ELEVATION REFERENCE .... ... DRAWING NUMBER SHEET NUMBER #WINDOW MARK #######WINDOW SIZE/TYPE##############WINDOW SILL HT. WINDOW NOTES SEE WALL TYPE #######VIEW TITLE# VIEW NUMBER #######VIEW PORT SCALE NOTE CALL OUT# WORKING POINTCONTROL POINTDATUM POINT CUT LINE # DOOR MARK #######DOOR SIZE/TYPE#######DOOR NOTES CORRECTIONS DISHWASHERDW W/D WSHER/DRYERWWASHER D DRYER VIEW REFERENCE DOOR MARK BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated G000 Checker TITLE SHEET 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - SYMBOLS & ABBREVIATIONS PROJECT DATA SEPARATE / DEFERRED SUBMITTAL SEPARATE APPLICATIONS & PERMITS BY OTHERS • • • • • • • • FIRE SPRINKLER SYSTEMS OFF SITE IMPROVEMENTS & REPAIR EMERGENCY RESPONDER RADIO COVERAGE SOLAR PHOTOVOLTAIC SYSTEMS CO'ORD WITH ENERGY & STRUCTURAL PUBLIC UTILITY CONNECTIONS AND HOOKUP PREFABRICATED METAL STAIR SYSTEMS SECURITY SYSTEMS SIGNAGE & GRAPHICS APPLICABLE CODE SHEET INDEX VICINITY MAP • • • •• • • • •• 2022 CALIFORNIA RESIDENTIAL (CRC) 2022 CALIFORNIA ELECTRICAL (CEC) 2022 CALIFORNIA ENERGY CODE (ENS) 2022 CALIFORNIA MECHANICAL(CMC)2022 CALIFORNIA PLUMBING (CPC) 2022 CALIFORNIA FIRE CODE(CFC) 2022 CALIFORNIA BUILDING CODE (CBC) 2022 ENERGY (ENS) WITH LOCAL ADMENDMENTS 2022 CALIFORNIA GREEN BUILDING STANDARD CODE AND CODES WITH LOCAL ADMENDMENTS PROJECT TEAM GENERAL SHEETS G000 TITLE SHEET G100 GENERAL NOTES G200 CONDITIONS OF APPROVAL G300 FIRE/SOUND PLAN G700 CALGREEN REQ. G701 CALGREEN REQ. ARCHITECTURAL A101 SITE PLAN A102 TOPOGRAPHIC SURVEY A201 1ST FLOOR PLAN A202 2ND FLOOR PLAN A203 3RD FLOOR PLAN A204 ROOF PLAN - UPPER LEVEL A205 ROOF PLAN LOWER LEVEL A301 1ST FLOOR UTILITY PLAN A302 2ND FLOOR UTILITY PLAN A303 3RD FLOOR UTILITY PLAN A401 ELEVATIONS - BLDG 1 A402 ELEVATIONS - BLDG 2 A403 3D ISOMETRIC VIEWS A501 SCHEDULES A601 SECTIONS A602 SECTIONS AD-1 ARCHITECTURAL DETAILS AD-2 ARCHITECTURAL DETAILS AD-3 ARCHITECTURAL DETAILS AD-4 ARCHITECTURAL DETAILS STRUCTURAL S100 GENERAL NOTES & INFO S200 FOUNDATION PLAN S201 2ND FLOOR FRAMING PLAN S202 3RD FLOOR FRAMING PLAN S203 ROOF FRAMING PLAN S110 TYP. DETAILS S120 TYP. DETAILS S121 TYP. DETAILS S122 TYP. DETAILS S123 TYP. DETAILS S124 TYP. DETAILS S300 DETAILS FOUNDATION S321 DETAILS (STEEL) S330 HFXI S331 HFX2 S332 HFX3 S320 DETAILS (STEEL) S310 DETAILS (WOOD) 1025 LACADENA AVE, ARCADIA CA 91007 4 UNITS MULTIFAMILY RESIDENTIALS OWNER: DESIGNER: STRUCTURAL ENGINEER: ENERGY CALCULATION CONSULTANT: PDS STUDIO INC 711 S. FIRST AVE ARCADIA CA 91016 TEL: 626.524.2901EMAIL: PCHAN@PDS-STUDIO.COM PERFECT DESIGN & ENGINEERING INC. 2416 W. VALLEY BLVD. ALHAMBRA, CA 91803 TEL:626.289.8808 EMAIL: PERFECTAAA@AOL.COM LANDSCAPE ARCHITECT JENNY H YETEL: 951.317.6825 EMAIL: JENNYHYE@YAHOO.COM GEOTECHNICAL ENGINEER: ENVIRONMENTAL GEOTECHNOLOGYLABORATORY, INC. 11819 GOLDRING ROAD, UNIT A ARCADIA, CA 91006 TEL: 626.263.3588 XIA STRUCTURAL ENGINEERS, INC 260 S LOSROBLES AVE, SUITE 100 PASADENA, CA 91101 TEL: 213.400.8633 EMAIL: JI.XIA@XIAENGR.COM SJ SUNLAND HOLDING LLC EMAIL: SINDYNG@GMAIL.COM SITE PROJECT DESCRIPTION: PROJECT ADDRESS: ZONING: LOT SIZE: ACCESSOR PARCEL NUMBER: EXISTING USE: PROPOSED USE: NUMBER OF STORY: DEMOLITION: OCCUPANCY GROUP: CONSTRUCTION TYPE: FIRE SPRINKLER: 4 UNITS CONDO 1025 LA CADENA AVE ARCADIA CA 91007 R-3 (HIGH DENSITY) 7,490 SF 5778-005-008 SINGLE FAMILY RESIDENCE 4 MULTI-FAMILY RESIDENCE (2 BUILDINGS) 3 ALL EXISTING UNITS R-3/U V-B NFPA-13R LEGAL DESCRIPTION / DATA : CONSTRUCT 4 UNITS MULTIFAMILY RESIDENTIALS (2 DUPLEX, 3 STORIES) ALL EXISTING TO BE DEMOLISHED SCOPE OF WORK: PROJECT DATA: MAX BUILDING HEIGHT ALLOWABLE / REQUIRED PROPOSED 33'-0" *33'-0" (3 STORIES) FRONT SETBACK SIDE SETBACK REAR SETBACK 25'-0" 10'-0" 10'-0" 25'-0" 10'-0" 10'-0" PARKING PER UNIT GUEST PARKING 8 SPACES (2 PER UNIT) 2 SPACES (1 PER 2 UNITS) 8 SPACES (2 PER UNIT) 2 SPACES (1 PER 2 UNITS) 10 SPACES REQUIRED 10 SPACES TOTAL BICYCLE PARKING PROVIDED 2 SPACES (0.2 PER UNIT / 2 MIN)2 SPACES PROVIDED OPEN SPACE PROVIDED 100 SF PER UNIT 500 SF COMMON OPEN SPACE DENSITY MIN: 3 (LOT AREA / 2200 SF) MAX: 5 (LOT AREA / 1,450 SF) 4 UNITS PROPOSED UNIT LIVING AREA BLDG #BED / BATH PARKING PROVIDED UNIT A 1,210 SF 1 3 / 3 2 STANDARDS UNIT B 1,252 SF 1 3 / 3 2 STANDARDS UNIT C 1,284 SF 2 3 / 3 2 STANDARDS UNIT D 1,231 SF 2 3 / 3 2 STANDARDS TOTAL:4,977 SF BUILDING DATA BREAKDOWN: GARAGE (SQ. FT.) 453 SF 451 SF 449 SF 449 SF 1,803 SF GEOTECHNICAL ENGINEER C1 DEMOLITION C2 GRADING / DRAINAGE C3 EROSION AND SEDIMENT CONTROL PLAN MECHANICAL T1A TITLE 24 & ENERGY REPORT T2A TITLE 24 & ENERGY REPORT T3B TITLE 24 & ENERGY REPORT T4B TITLE 24 & ENERGY REPORT T5C TITLE 24 & ENERGY REPORT T6C TITLE 24 & ENERGY REPORT T7D TITLE 24 & ENERGY REPORT T8D TITLE 24 & ENERGY REPORT LANDSCAPE L-1 LANDSCAPE PLAN & NOTES L-2 IRRIGATION PLAN AND NOTES L-3 DETAILS SHEET 3D VIEW FROM STREET CONCEPTUAL RENDERING CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO G100 Checker GENERAL NOTES 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - GENERAL NOTES 1. a. b. c. d. e. f. g. h. i. j. 1. 2. 3. 4. 5. 6. 7. 8. A. GENERAL REQUIREMENTS: Application and Permits: A separate application and permit(s) is/are required for: Retaining walls/ Block walls Grading Signs Swimming pools Fire sprinkler systems Electrical work Mechanical work Plumbing work Shoring Demolition NOTES Plumbing fixtures are required to be connected to a sanitary sewer or to an approved sewage disposal system. R306.3 Kitchen sinks, lavatories, bathtubs, showers, bidets,laundry tubs and washing machine outlets shall be provided with hot and cold water and connected to an approved water supply. R306.4 Bathtub and shower floors, walls above bathtubs with a showerhead, and shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. R307.2 Provide ultra-low flush water closets for all new construction. Existing shower heads and toilets must be adapted for low water consumption. Water heater must be strapped to wall.Automatic garage door openers, if provided, shall be listed in accordance with UL 325. R309.4 Smoke detectors shall be provided for all dwelling units intended for human occupancy, where a permit is required for alterations, repairs, or additions. R314.2 Where a permit is required for alterations, repairs or additions, existing dwellings or sleeping units that have attached garages or fuel-burning appliances shall be provided with a carbon monoxide alarm in accordance with Section R315.2. Carbon monoxide alarms shall only be required in the specific dwelling unit or sleeping unit for which the permit was obtained. R315.2Every space intended for human occupancy shall be provided with natural light by means of exterior glazed openings in accordance with Section R303.1 or shall be provided with artificial light that is adequate to provide an average illumination of 6 foot-candles over the area of the room at a height of 30 inches above the floor level. R303.1A copy of the evaluation report and/or conditions of listing shall be made available at the job site 1. 2. 3. 4. E. FIRE PROTECTION The building shall be equipped with an automatic residential fire sprinkler system in accordance with section R313.3 or NFPA13D. R313, 12.21A17(d), 12.21C10(h) The Sprinkler System shall be approved by Plumbing Division prior to installation. An approved smoke alarm shall be installed in each sleeping room & hallway or area giving access to a sleeping room, and on each story and basement for dwellings with more than one story. Smoke alarms shall be interconnected so that actuation of one alarm will activate all the alarms within the individual dwelling unit. In new construction smoke alarms shall receive their primary power source from the building wiring and shall be equipped with battery backup and low battery signal. R314 An approved carbon monoxide alarm shall be installed in dwelling units and in sleeping units within which fuelburning appliances are installed and in dwelling units that have attached garages. Carbon monoxide alarm shall be provided outside of each separate dwelling unit sleeping area in the immediate vicinity of the bedroom(s) and on every level of a dwelling unit including basements. R315 1. a. b. c. d. e. f. g. B. OCCUPANCY CLASSIFICATION: Garage/ Carports The proposed building is a Garage and not a carport since it is not open at least 2 sides. (R309.2) Openings from a private garage directly into a room used for sleeping purposes are not permitted. R302.5.1 Doors between garage and the dwelling unit shall have a minimum fire protection rating of 20 minutes with self-closing or automatic closing and selflatching devices, or solid wood or solid or honeycomb core steel not less than 1 3/8 inches thick. R302.5.1 The garage shall be separated from the dwelling and its attic area in accordance with Table R302.6. R302.6 Ducts penetrating the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum No. 26 gage sheet steel or other approved material and shall not have openings into the garage. R302.5.2 Other penetrations of garage/dwelling ceilings and walls shall be protected as required by Section R302.11, Item 4. R302.5.3 Garage floor surfaces shall be of an approved noncombustible material, and the area used to park vehicles shall be sloped to a drain or toward the main vehicle entry doorway. R309.1 1. 2. 3. C. BUILDING HEIGHT LIMITATION GRADE PLANE. A reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet (1829 mm) from the building between the structure and a point 6 feet (1829 mm) from the building. R202 HEIGHT, BUILDING. The vertical distance from grade plane to the average height of the highest roof surface. R202 Lowest level is determined not to be a basement. This level is considered as 1st story above grade plane. Include this story in total building height. R202 1. a. b. 2. 3. 4. a. b. c. 5. 6. 7. 8. 9. D. FIRE-RESISTANCE RATED CONSTRUCTION Provide 1-hr fire-resistance exterior walls if fire separation distance is: Less than 5’ [T-R302.1(1)], or Less than 3’ if the building is equipped throughout with an automatic residential fire sprinkler system installed in accordance with section R313. [TR302.1(2)] Openings are not allowed within 3 ’ fire separation distance. T- R302.1(1) & T-R302.1(2) Maximum 25% opening area is allowed when the fire separation distance is >3’ and <5’. T- 302.1(1) Projections beyond the exterior wall shall comply with Table R302.1 and shall not extend: To a point closer than 2 feet from interior lot line. More than 4 inches at the roof eave for detachedgarages accessory to a dwelling when located within 2 feet of a lot line. Over the lot line for accessory structures that are exempt from permits. Dwelling units in two-family dwellings shall be separated from each other by wall and/or floor assemblies having not less than a 1-hr fire- resistance rating when tested in accordance with ASTME 119 or UL 263. Provide complete details. R302.3 Through penetrations of fire-resistance-rated wall or floor assemblies shall comply with Section R302.4.1.1 or R302.4.1.2. Membrane penetrations shall comply with Section R302.4.1. Where walls are required to have a fireresistance rating, recessed fixtures shall be installed so that the required fire- resistance rating will not be reduced. R302.4.2 In combustible construction, fire blocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. R302.11 In combustible construction where there is usable space both above and below the 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. R302.12 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. A. B. C. D. E. F. 12. 13. 14. 15. 16. 17. F. MEANS OF EGRESSFor habitable levels or basements located more than one story above or more than one story below an egress door, the maximum travel distance from any occupied point to a stairway or ramp that provides egress from such habitable level or basement, shall not exceed 50 feet. R311.4Occupied roofs shall be provided with exits as required for stories. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the exterior of the dwelling at the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.1 Provide emergency egress from sleeping rooms and basements. See Details. Minimum - 24" clear height, 20" clear width, 5.7 sf minimum area (5.0 sf at grade level) & 44" maximum to sill. R310.2.1 Provide minimum 9 sf window wells (with fixed ladder) at escape and rescue opening windows below grade. R310.2.3 At least one door shall be 36 ” wide by 80” high. R311.2 Provide 32" wide doors to all interior accessible rooms. 6304.1 Entry/exit door must open over a landing not more than 1.5" below the threshold. Exception: Providing the door does not swing over the landing. Landing shall be not more than 7.75" below the threshold. Storm and screen doors are permitted to swing over all exterior stairs and landings. R311.3.1, R311.3.3 Landing at a door shall have a length measured in the direction of travel of no less than 36". R311.3 A landing shall be provided at the top and bottom of stairways. R311.7.6 Stairway requirements. See Details 7.75" maximum rise & minimum 10" run. R311.7.5 Minimum 6'-8" headroom clearance. R311.7.2 Minimum 36" clear width. R311.7.1 Handrails 34" to 38" high above tread nosing R311.7.8.1 Handgrip portion of handrail shall not be less than 1.25" and no more than 2" cross- sectional dimension having a smooth surface with no sharp corners. R311.7.8.5 Maximum 4" clear spacing opening between rails. R312.1.3 Winder treads shall comply with Section R311.7.5.2.1. Spiral stairs shall comply with Section R311.7.10.1. Ramp slopes shall not exceed 1:12 (8%). R311.8.1 Enclosed accessible space under stairs shall have walls, under-stair surface and any soffits protected on the enclosed side with 1/2 inch gypsum board. R302.7 All interior and exterior stairways shall be illuminated. R303.7 & R303.8 Provide 42" high guards with maximum 4" clear spacing opening between rails at ( ). R312.1.2, R312.1.3) 1. 2. 3. 4. 5. 6. 7.8. 9. 10. 11. 12. 13. 14. 15. G. INTERIOR ENVIRONMENT Habitable rooms shall have a floor area of no less than 70sf (6.5m2) (R304.1). Habitable rooms shall be not less than 7 ’-0” (2134mm) in any horizontal dimension. With exception to kitchens & limited-density owner- built rural dwellings. R304.2. The minimum ceiling height for habitable space, hallways, and portions of basements containing these spaces shall be not less than 7 feet (bathrooms, toilet rooms, and laundry rooms minimum 6 ’8”). R305.1 See door and window schedule for type and size. Provide natural light in (habitable rooms), () by means of exterior wall openings with an area not less than 8% of floor area. Artificial lighting may be permitted. R303.1 Provide natural ventilation in (habitable rooms) (bathrooms) () by means of openable exterior wall openings with an area not less than 4% of floor area. Mechanical ventilating systems may be permitted R303.1 Provide natural light and ventilation for adjoining spaces. R303.2Under-floor ventilation shall be not less than 1/150 of under floor area. R408.1 Provide under floor access opening. It shall be a minimum 16 ” x 24” when the opening is through a perimeter wall or a minimum 18 ” x 24” when the opening is through a floor. R408.4Attic ventilation of 1/150 of the area of ventilated space (approximately 10 sq. in. for each 10 sf of attic area) is required. R806.2 Attic area having clear headroom of 30" must have an access opening (22" x 30" minimum). Access shall be located in a hallway or other readily accessible location. It is not allowed within a small closet space. R807.1Provide 15" minimum between the center of water closet to any side wall. Calif. Plumb. Code 402.5 Provide 24" clear space in front of any water closet. Calif. Plumb. Code 402.5 Bathrooms, water closet compartments and other similar rooms shall be provided natural ventilation or with mechanical ventilation capable of 50 cfm exhausted directly to the outside R303.3 Heater shall be capable of maintaining a minimum room temperature of 68°F at a point 3 feet above the floor and 2 feet from exterior walls in all habitable rooms at the design temperature. R303.10 1. 2. 3. a. b. c. • • • • d. e. f. g. h. 4. 5. 6. 7. 8. 9. H. BUILDING ENVELOPE Provide a class A, B or C fire-retardant roof covering per Section R902.1. Every dwelling unit shall be provided with a water closet, lavatory, bathtub or shower, and kitchen. R306.1 and R306.2 Glazing in the following locations shall be safety glazing conforming to the human impact loads of Section R308.3 (see exceptions) (R308.4): a. Fixed and operable panels of swinging, sliding and bi-fold door assemblies. b. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 24-inch arc of either vertical edge of the door in a closed position and whose bottom edge is less than 60 inches above the floor or walking surface. Glazing in an individual fixed or operable panel that meets all of the following conditions: Exposed area of an individual pane greater than 9 square feet. Bottom edge less than 18 inches above the floor. Top edge greater than 36 inches above the floor. One or more walking surfaces within 36 inches horizontally of the glazing.Glazing in guards and railings. Glazing in enclosures for or walls facing hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom edge of the glazing is less than 60 inches measured vertically above any standing or walking surface.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 above a walking surface and within 60 inches, measured horizontally and in a straight line, of the water’s edge.Glazing where the bottom exposed edge of the glazing is less than 36 inches above the plane of the adjacent walking surface of stairways, landings between flights of stairs and ramps. Glazing adjacent to the landing at the bottom of a stairway where the glazing is less than 36 inches above the landing and within a 60 inch horizontal arc less than 180 degrees from the bottom tread nosing (R304.2). Skylights and sloped glazing shall comply with Section R308.6. Lots shall be graded to drain surface water away from foundation walls with a minimum fall of 6 inches within the first 10 feet (R401.3).Dampproofing, where required, shall be installed with materials and as required in Section R406.1. Vehicular access doors shall comply with Section R609.4. Buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. (R319.1) Protection of wood and wood based products from decay shall be provided in the locations specified per Section R317.1 by the use of naturally durable wood or wood that is preservative-treated in accordance with AWPA U1 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U1. CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO G200 Checker CONDITIONS OFAPPROVAL 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - CONDITIONS OF APPROVAL 1 HOUR FIRE RATED WALL 1 HOUR PARTY/DWELLING SEPARATION WALL FIRE WALL / CEILING LEGEND 1 HOUR RATED CEILING FIRE / SOUND PLAN KEYNOTE 2 • • • • • ONE HR. FIRE-RESISTIVE CONSTRUCTION AT FLOOR / CEILING PROVIDE 5/8" TYPE 'X' GYPSUM BOARD OR 7/8" STUCCO AT ALL GARAGE SIDE WALL SEPARATING HABITABLE SPACE PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT ENTIRE GARAGE CEILING USABLE SPACE UNDER STAIRWAY PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT WALLS AND CEILING ON ALL WALLS AND CEILING AT WASHER/DRYER AND WATERHEATER. ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.BD. TYPE 'X' ON ALL WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE DWELLING. ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.BD. TYPE 'X' ON ALL WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION ONE HR. FIRE & SOUND RESISTIVE DWELLING SEPARATION WALL ALL PARTY WALL/CEILING NEEDS TO BE FIRE AND SOUND RESISTIVE •AT OCCUPANCY & DWELLING UNIT SEPARATION WALLS, INSTALL ACCOUSTIC SEALANT BETWEEN TERMINATION OF DRYWALL AND SUBFLOOR. THE ACCOUSTICAL SEALANT SHOULD BE 1/4-INCH MINIMUM TO 1/2-INCH THICK SOUND TRANSMISSION AT PARTY WALLS 1 2 1 2 2 2ND FLR LINE 2ND FLR LINE 3 AD-4 TYP 2 AD-4 TYP 3 AD-4 TYP 2 2 2 2 2 2 1 2 BLDG 1BLDG 2 3RD FLR LINE 1 1 3AD-4 TYP 3AD-4 TYP 3RD FLR LINE 1 21 BLDG 1BLDG 2 2 2 2 2ND FLR LINE 1 3 AD-4 TYP 3AD-4 TYP1 1 1 BLDG 1BLDG 2 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated G300 Checker FIRE/SOUND PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 3/16" = 1'-0" 1ST FLOOR 1 3/16" = 1'-0" 2ND FLOOR 2 3/16" = 1'-0" 3RD FLOOR 3 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO G700 Checker CALGREEN REQ. 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO G701 Checker CALGREEN REQ. 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - WM WM GA S S86°10'56"W 100.03 S86°10'56"W 100.03 S0 0 ° 0 1 ' 4 0 " W 75 . 1 7 S0 0 ° 0 1 ' 4 0 " W 75 . 1 7 5' CHAIN LINK FENCE TO BE REPLACED WITH BLOCK WALLSTUCOO TO MATCH BLDG FRONT S.B. 23'-1" 20 ' - 0 " 20 ' - 0 " UNIT A UNIT B UNIT C UNIT D 11'-6"x20'-0" GUEST PARKING #1 LA C A D E N A A V E CLEANOUT CLEANOUT 6" TREE EX. 5' CHAIN LINK FENCE TO BE REPLACED WITH BLOCK WALL STUCOO TO MATCH BLDG. 2' BRICK WALL 14" FICUS EX. 9' BRICK WALL EX. 9' BRICK WALL TO REMAIN STUCCO TO MATCH THE BLDG. EX. 6' BRICK WALL TO BE REMOVED 8" PINE 10" FICUS 6" FICUS TO BE REMOVED 18" FICUS TO BE REMOVED EX. 7' BRICK WALLTO REMAINSTUCCO TO MATCH THE BLDG. EX. 5' W.I. FENCE EX. 7' BRICK WALL TO REMAIN STUCCO TO MATCH THE BLDG. EX. 5' W.I. FENCE TO BE REMOVED EX. STREET SIGN EX 10" FICUS STREET TREE EX. 18" FICUS PULLBOX EX. 5' W.I. FENCE TO BE REMOVED EX. 12" CRAPE MYRTLE STREET TREE EX. 22" SCHEFFLERA TREE TO BE REMOVED 14" FICUSTO BE REMOVED 8" CITRUS TREE TO BE REMOVED 6" CITRUS TO BE REMOVED EX. 6' BRICK WALLTO BE REMOVED 11 ' - 5 1 / 2 " 12 ' - 9 1 / 2 " 10 ' - 0 " RE Q ' D S I D E S . B . 10 ' - 0 " 2-CAR GARAGE2-CAR GARAGE 2-CAR GARAGE 2-CAR GARAGE BLDG OVERHANG BLDG OVERHANG REAR S.B. 10'-0" RE Q ' D S I D E S . B . 10 ' - 0 " BACKFLOW DEVICE TO BE SCREENED W/ LANDSCAPE EX. 18" FICUS EX. 12" FICUS (E) P.R.O.W. 12'-3" 4"20'-0" CO M M O N O P E N S P A C E 10 ' x 5 0 ' ( 5 0 0 S F ) 50 ' - 0 " 5'-4" 2x SHORT TERM BIKE STALLS UNIT A, B, C,D TRASH BINS PEDESTRIAN WALKWAY 4'-6" 4'-6" 4'- 0 " 4'- 0 " 20'-10" SID E S . B . 10 ' - 1 " 11'-6"x20'-0"GUEST PARKING #2 BOXWOOD HEDGE PER LANDSCAPE BOXWOOD HEDGE PER LANDSCAPE BOXWOOD HEDGE PER LANDSCAPE PEDESTRIAN WALKWAY PEDESTRIAN WALKWAY GA R A G E O P E N I N G 16 ' - 0 " GA R A G E O P E N I N G 16 ' - 0 " GARDEN BENCH GARDEN BENCH WALL MOUNTED TRELLIS, SEE ELEVATION WALL MOUNTED TRELLIS, SEE ELEVATION 5'-6" 5'-6" 2'-0"8'-0"BLDG OVERHANG BLDG OVERHANG 6" BACKUP SPACE 25'-0" 25'-0" 20'-10" 20'-10" 20 ' - 6 " 7" 4'- 0 " 4'- 0 " 7" 20 ' - 6 " 20'-0" 11 ' - 6 " 5'-10" 1'- 8 " 5'-10" 25'-0" 11 ' - 6 " 12 ' - 1 " 13 ' - 6 1 / 2 " 11 ' - 5 " 4'- 0 " 1414 14 14 1'- 0 " 12 ' - 6 " (4) MAILBOX 10 ' - 6 " 4'- 0 " 4'- 0 " HARDSCAPE AT FRONT YARD CALCULATION MAX ALLOWABLE HARDSCAPE:(40% of 1735) = 694 SF PROVIDED HARDSCAPE AREA:670 SF (38.6%) REQUIRED FRONT YARD AREA: 1735 SF 23'-1" HARDSCAPE AREA: 670 SF REQUIRED FRONT YARD AREA:1735 SF CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A101 Checker SITE PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 3/16" = 1'-0" SITE PLAN 01 TRUE •FOR EXISTING TREES TO REMAIN ON SITE, NO DAMAGE ALLOWED TO CANOPY OR ROOT SYSTEMS, PROTECTIVE FENCING AS NECESSARY, AND TREES ARE TO BE DEEP- WATERED 1-2 TIMES PER MONTH OR AS PER REQUIRED TO KEEP THEM HEALTHY UNTIL IRRIGATION IS INSTALLED. TREE PROTECTION NOTES: SITE PLAN NOTES A. B. C. D. E. F. G. APPROVED BUILDING ADDRESS NUMBERS, BUILDING NUMBERS, OR APPROVED BUILDING IDENTIFICATION SHALL BE PROVIDED AND MAINTAINED SO AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING THE PROPERTY. THE NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, BE ARABIC NUMERALS OR ALPHABET LETTERS, AND BE A MINIMUM OF FOUR INCHES HIGH WITH A MINIMUM STROKE WIDTH OF 0.5 INCH. FIRE CODE 505.1 ALL ROOF COVERINGS SHALL BE CLASS 'A' AS SPECIFIED IN BUILDING CODE 1505.1.1 RESIDENTIAL CODE R337.5 AMD R902ROOF VALLEY FLASHING SHALL BE NOT LESS THAN 0.019-INCH (NO. 26 GALVANIZED SHEET GAGE) CORROSION-RESISTANT METAL INSTALLED OVER A MIN 36 INCH WIDE UNDERLAYMENT CONSISTING OF ONE LAYER OF NO.72 ASTM CAP SHEET MEETING RUNNING THE FULL LENGTH OF THE VALLEY. RESIDENTIAL CODE R327.5.3 AND BUILDING CODE 705A.3RAIN GUTTERS SHALL BE PROVIED WITH A MEANS TO PREVENT ACCUMULATION OF LEAVES AND DEBRIS IN THE GUTTER (R337.5.3, CBC705A.4)VENTS SHALL RESIST THE INTRUSION OF FLAME AND EMBERS AND FLAME THROUGH THE VENITLATION OPENINGS. VENT OPENING SHALL BE PROTECTED BY CORROSION-RESISTANT, NONCOMBUSTIBLE WARE MESH WITH A MIN 1/16TH INCH OPENINGS AND SHALL NOT EXCEED 1/8THINCH. VENTS SHALL NOT BE INSTALLED IN EAVES OR CORNICES.EMERGENCY EGRESS LIGHTING TO BE PROVIDED PER 2016 CALIFORNIA FIRE SECTION 1006CURBS, GUTTERS AND SIDEWALKS MAY BE REQUIRED TO BE REMOVED AND REPLACED PER CITY STANDARD #KEY DESCRIPTION 1 NEW DRIVEWAY APPROACH PER CITY STANDARD 2 CONCRETE DRIVEWAY W/ 10" BORDER, SCORED CONCRETE 3 LANDSCAPED AREA 4 LAWN / TURF AREA 5 CONCRETE WALKWAY 6 6'H BLOCK WALL , STUCCO TO MATCH BUILDING 7 EMERGENCY LIGHT 8 LOCATION OF BICYCLE PARKING SPACES (2'x6'), PROVIDE 5' BACKUP CLEARANCE 9 LOW GARDEN WALL 10 BUILDING OVERHANG 11 LOCATION OF MAILBOX 12 YARD BINS (TRASH, RECYCLE, GREEN WASTE) 13 PROVIDE SCREENING FOR BACKFLOW DEVICE 14 ELECTRICAL SUB PANEL 225 AMP SITE PLAN KEYNOTE • • NO TRASH ENCLOSURE REQUIRED FOR PROJECTS WITH 4 OR LESS UNITS EACH UNIT REQUIRES THREE CARTS (TRASH, RECYCLE & GREEN WASTE) TRASH ENCLOSURE NOTES: STANDARD MAILBOX SPECIFICATIONS FRONT YARD HARDSCAPE CALCULATION WM WM WM WM WM WM WM WM GA S S86°10'56"W 100.03 S86°10'56"W 100.03 S0 0 ° 0 1 ' 4 0 " W 75 . 1 7 S0 0 ° 0 1 ' 4 0 " W 75 . 1 7 EAST LINE LOT 48TR 3430 MB 42/32 10" TREE 18" TREE (TC 4 6 0 . 1 0 ) (TC 45 9 . 7 3 ) (TC 45 9 . 9 0 ) (TC 46 0 . 0 6 ) (TC 46 0 . 1 6 ) (TC 46 0 . 5 3 ) (FL 45 9 . 4 5 ) (FL 45 9 . 1 3 ) (FL 45 9 . 3 2 ) (FL 45 9 . 4 1 ) (FL 45 9 . 4 2 ) (FL 45 9 . 4 7 ) (FL 45 9 . 4 6 ) (FL 45 9 . 4 3 ) (FL 45 9 . 9 1 ) (FL 45 9 . 5 6 ) (459.9 3 ) (460.2 4 ) (459.7 8 ) (459.7 9 ) (459.7 8 ) (460.0 4 ) (460.0 8 ) (460.1 0 ) (459.6 8 ) (459.6 8 ) (460.0 9 ) (460.1 0 ) (460.1 1 ) (460.1 1 ) (TC 4 5 9 . 9 8 ) (TC 46 0 . 0 6 ) (460.0 7 ) (460.0 5 ) (459.7 0 ) (460.0 6 ) (459.7 2 ) (TC 46 0 . 1 0 ) (TC 45 9 . 7 6 ) (TC 46 0 . 2 2 ) (TC 46 0 . 5 9 ) (TC 46 0 . 2 0 ) (TC 46 0 . 6 1 ) (FL 45 9 . 4 7 ) (FL 45 9 . 1 6 ) (FL 45 9 . 6 0 ) (FL 45 9 . 7 0 ) (FL 45 9 . 6 9 ) (FL 45 9 . 7 8 ) (FL 45 9 . 8 0 ) (FL 45 9 . 9 6 ) (FL 45 9 . 6 1 ) (FL 46 0 . 0 0 ) (460.1 8 ) (461.1 9 ) (460.6 7 ) (460.0 8 ) (460.72) (461.0 8 ) (461.2 6 ) (460.5 6 ) (460.8 5 ) (460.8 2 ) (460.6 4 ) (461.4 3 ) (461.1 7 ) (461.0 0 ) (459.9 5 ) (459.8 9 ) (460.1 2 ) (460.0 9 ) (461.3 2 ) (461.1 2 ) (461.0 3 ) (TC 46 0 . 3 1 ) (TC 46 0 . 4 2 ) (461.1 6 ) (461.1 5 ) (459.7 2 ) (460.1 4 ) (461.3 7 ) (459.9 1 ) (460.6 0 ) (460.1 0 ) (460.3 5 ) (460.3 1 ) (460.3 9 ) (461.6 0 ) (460.7 4 ) (460.7 4 ) (460.5 9 ) (461.3 0 ) (460.9 9 ) (460.8 6 ) (461.1 1 ) (461.2 2 ) (461.3 0 ) (461.1 1 ) (461.3 7 ) (461.5 7 ) (460.3 0 ) (461.7 0 ) (460.2 7 ) (460.9 2 ) (461.1 9 ) (461.0 9 ) (460.3 4 ) (460.3 1 ) (461.1 9 ) (461.5 9 ) (461.1 5 ) (461.1 2 ) (461.1 0 ) (461.1 1 ) (461.1 1 ) (461.11)(461.0 9 ) (461.4 1 ) (460.3 0 ) (461.7 3 ) (460.6 6 ) (461.5 8 ) (461.4 6 ) (461.4 2 ) (461.3 2 ) (461.1 9 ) (461.2 6 ) (461.5 2 ) (461.1 9 ) (461.4 4 ) (461.3 4 ) (460.0 7 ) (459.9 9 ) (460.1 3 ) POWER POLE 5' CHAIN LINK FENCE TO BE REPLACED WITH BLOCK WALLSTUCOO TO MATCH BLDG CLEANOUT CLEANOUT 6" TREE EX. 5' CHAIN LINK FENCE TO BE REPLACED WITH BLOCK WALL STUCOO TO MATCH BLDG. 2' BRICK WALL 14" FICUS EX. 9' BRICK WALL EX. 9' BRICK WALL TO REMAIN STUCCO TO MATCH THE BLDG. EX. 6' BRICK WALL TO BE REMOVED 8" PINE 10" FICUS 6" FICUS TO BE REMOVED 18" FICUS TO BE REMOVED EX. 7' BRICK WALLTO REMAINSTUCCO TO MATCH THE BLDG. EX. 5' W.I. FENCE EX. 7' BRICK WALL TO REMAIN STUCCO TO MATCH THE BLDG. EX. 5' W.I. FENCE TO BE REMOVED EX. STREET SIGN EX 10" FICUS STREET TREE EX. 18" FICUS PULLBOX EX. 5' W.I. FENCE TO BE REMOVED EX. 12" CRAPE MYRTLE STREET TREE EX. 22" SCHEFFLERA TREE TO BE REMOVED 14" FICUSTO BE REMOVED 8" CITRUS TREE TO BE REMOVED 6" CITRUS TO BE REMOVED EX. 6' BRICK WALLTO BE REMOVED 12'-3 1/2" EXISTING STRUCTURE TO BE DEMOLISHED EXISTING STRUCTURE TO BE DEMOLISHED 30'-7 1/2" EX. 18" FICUS EX. 12" FICUS WM WM LA C A D E N A A V E (TC 45 9 . 6 7 ) (TC 45 9 . 7 3 ) (TC 45 9 . 9 0 ) (FL 45 9 . 0 6 ) (FL 45 9 . 1 3 ) (FL 45 9 . 3 2 ) (FL 45 9 . 4 1 ) (FL 45 9 . 4 2 ) (FL 45 9 . 4 7 ) (FL 45 9 . 4 6 ) (459.9 3 ) (459.8 0 ) (459.7 8 ) (459.7 9 ) (459.7 8 ) (460.0 4 ) (460.0 8 ) (460.1 3 ) (460.1 0 ) (459.6 8 ) (459.6 8 ) (459.4 8 ) (459.6 7 ) (459.6 6 ) (459.7 6 ) (TW 4 6 1 . 1 7 ) (TC 45 9 . 9 8 ) (TC 46 0 . 0 6 ) (459.6 9 ) (458.8 6 ) (458.8 3 ) (458.4 8 ) (458.7 7 ) (460.0 5 ) (459.7 0 ) (460.0 6 ) (458.5 6 ) (459.4 9 ) (460.2 6 ) (459.7 2 ) (459.7 6 ) (TC 45 9 . 7 6 ) (FL 45 9 . 1 6 ) (459.7 2 ) HIGH VOLTAGE RISER POWER POLE POWER POLE 4' WIRE FENCE CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 3/16" = 1'-0" A102 Checker TOPOGRAPHIC SURVEY 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 3/16" = 1'-0" TOPOGRAPHIC SURVEY / DEMOLITION PLAN 1 TRUE 4A602 3 A602 2 A601 1 A601 UNIT B UNIT A 2-CAR GARAGE TO 2nd FLR UP TO 2nd FLR UP 105 2' - 10"X 7' - 0"ENTRY 106 2' - 10"X 7' - 0"ENTRY 101 16' - 0"X 7' - 0"GARAGE DR 102 16' - 0"X 7' - 0"GARAGE DR 10 ' - 0 " 2-CAR GARAGE 20 ' - 0 " 10'-0" UNIT D UNIT C 20 ' - 0 " 20'-0" 6'-2"9'-2"5'-6" 5'-8"TO 2nd FLR UP TO 2nd FLR UP 52 ' - 3 " 20'-10" 52 ' - 3 " 20'-10" 2-CAR GARAGE 2-CAR GARAGE 11 ' - 5 " 12 ' - 9 1 / 2 " 10 ' - 0 " 11 ' - 5 1 / 2 " UNIT A, B, C,D TRASH BINS TRASH BIN TRASH BIN TRASH BIN TRASH BIN 50 ' - 2 " 21 ' - 0 " 4'- 1 " 4'- 1 " 21 ' - 0 " 4'-0" 3'-2"3'-10"8'-4"4'-6" PILLAR PROJECTION(12" MAX INTO FRONT SETBACK) BU I L D I N G O V E R H A N G BU I L D I N G O V E R H A N G BU I L D I N G O V E R H A N G 10 ' - 6 " 10 ' - 4 " 4'- 3 " 4'- 3 " 10 ' - 4 " 10 ' - 6 " 2'- 0 " 20 ' - 6 " 7" 4'- 0 " 4'- 0 " 7" 20 ' - 6 " 1'- 8 " 4'-6"14'-8"5'-10" BU I L D I N G O V E R H A N G 20 ' - 6 " 4'- 0 " 4'- 0 " 20 ' - 6 " 3'- 3 " 10 ' - 0 " 11 ' - 0 " 4'- 1 " 4'- 1 " 11 ' - 0 " 10 ' - 0 " 20'-10" 20'-10" 11 ' - 5 " 1102' - 8"X 7' - 0"SGL. 1112' - 8"X 7' - 0"SGL. 10316' - 0"X 7' - 0"GARAGE DR 1072' - 10"X 7' - 0"ENTRY 1082' - 10"X 7' - 0"ENTRY 104 16' - 0"X 7' - 0"GARAGE DR 1122' - 8"X 7' - 0"SGL. 109 2' - 8"X 7' - 0"SGL. 6 6 6 6 SDCM SDCM SDCM SDCM 10 ' - 6 " 12 ' - 0 " 4'- 0 " 12 ' - 0 " 10 ' - 6 " 3'- 3 " 52 ' - 3 " 50 ' - 2 " 20 ' - 1 0 " 4'- 3 " 4'- 3 " 20 ' - 1 0 " 3'-10" 2'-0" 20'-0" 20'-0" 20 ' - 0 " 20'-0" 20 ' - 0 " 2'- 0 " 46 9' - 0"x 5' - 0" (M) 3XSHSILL HT: 2' - 0" OBSC 45 9' - 0"x 5' - 0" (M) 3XSHSILL HT: 2' - 0" OBSC 20 ' - 6 " 4'- 0 " 3'- 8 " 20 ' - 1 0 " 1.5" MAX 1.5" MAX 1.5" MAX 1.5" MAX 20'-0" BAY WINDOW @2ND FLR BAY WINDOW @2ND FLR 1 1 1 1 BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D FLOOR PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS)PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST DROPPED CEILING HIGH CEILING, DIAG0NAL HATCHED AREA (OPEN TO BELOW AREA) STAIR HANDRAIL - 34" TO 38" HIGH FROM TREAD. 42" MIN BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE OF A SPHERE 4 INCHES DIAMETER SELF-CLOSING AND SELF-LATCHING DOOR (1 3/8" THICK), WITH 20 MIN. S-RATING AND TIGHT FITTING STRAIGHT OPENING CABINETS OR SHELVES COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] EXTERIOR FINISH ON EXTERIOR WALLS, SEE ELEVATION,APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. WALL COVERING OF SHOWER OR TUBS CEMENT, FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR FIBER-REINFORCED GYMPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUBS AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFETY GLAZING, CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH DIAMETER CIRCLE. SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "T.G.")ALL GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL (PERMANENT IF TEMPERED ) AS SAFETY GLAZING. [2406]. HAZARDOUS LOCATIONS ARE IDENTIFIED AS FOLLOW: GLAZING IN ALL DOORS, GLAZING IN BATH AND SHOWER ENCLOSURES, GLAZING WITHIN A 24" ARC OF A DOOR EDGE, PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18" ABOVE THE FINISH , FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR, GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS THAN 60" ABOVE WALKING SURFACE, WARDROBE DOORS. •• • STAIR MINIMUM 36" WIDE STAIRWAY AND LANDINGSTHE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE SMALLEST BY MORE THAN 3/8", 6'-8" MIN HEADROOM FROM NOSING OF TREAD VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C. HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES, CHIMNEYS AND FIREPLACE SHAFT MUST HAVE 1-HOUR FIRE RATED WALLS DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. WATER PROOF MATERIAL: ENDURO PRODUCTS, INC. IAPMO ER #483, ENDURA-KOTE TOTAL SYSTEM MIN 1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN. 2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.) ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) • • • • • • 120 V ELECTRICAL RECEPTACLE THAT IS WITHIN 3FT OF WATER HEATER AND ACCESSIBLE TO WATER HEATER WITH NO OBSTRUCTIONCATEGORY III OR IV VENT, OR A TYPE B VENT W/ STRAIGHT PIPE BETW. THEOUTSIDE TERMINATION AND SPACE WHERE WATER HEATER IS INSTALLEDCONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN BASE OF INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING W/O PUMP ASSISTANT GAS SUPPLY LINE W/ CAPACITY OF AT LEAST 200,000 BTU/HR TO WATER HEATERTANKLESS WATER HEATER TO BE MOUNTED AND ELEVATED TO BE PROTECTED FROM VEHICLE DAMAGE (CMC 308.1, CPC 507.13 & 1208.6.1) - 36" MIN ABOVE F.F.IT MUST BE UL APPROVED / THIRD PARTY FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DECK DRAIN / OVERFLOW, PROVIDE MIN 2% SLOPE AND WATERPROOFING AT DECK/BALCONY . INLET FLOW LINE OF OVERFLOW DRAIN SHAL BE 2" ABOVE LOW POINT OF DECK. DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR SURFACE AND SOFFITS PROTECTED BY 5/8" TYPE 'X' GYP BD. LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES NOT SWING OVER LANDING OR STEPS) [CRC R311.3] LANDING AT EGRESS DOOR SHALL NOT BE MORE THAN 0.5" LOWER THAN TOP OF THRESHOLD GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 2 3 4 6 7 8 9 5 10 11 12 13 14 15 16 17 18 19 PROVIDED AT 3RD FLOOR 20 21 22 PROVIDED AT BALCONY 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 25 PROVIDED AT 2ND FLOOR BALCONY 26 27 28 29 2X6 OR LARGER STUD WALL 2X4 STUD WALL 1-HR FIRE-RESISTIVE WALL SEE SHEET G300 FOR FIRE/WALL PLAN 8" CMU WALL A. B. C. ALL WINDOWS HAVE A U-FACTOR & SHGC AS SHOWN PER CF-1R, MF-1R SHEETS OF ENERGY CALCULATIONSSEE WINDOW/DOOR SCHEDULE ATTACHMENT OF EXTERIOR DECKS TO EXTERIOR WALLS SHALL BE INSPECTED PRIOR TO COVERING A. B. C. D. OUTLETS IN DWELLING UNIT SEPARATION WALLS SHALL HAVE ACOUSTIC PADS COMPLETELY SURROUNDING THE BOX AND WIRE HOLES OUTLETS FOR ANTENNA, PHONE & ELECTRICAL SHALL HAVE A 1/4-INCH ACOUSTIC SEALANT AROUND THE BOX TO THE DRYWALLSTC RATINGS FOR WALLS, FLOORS AND CEILING ASSEMBLIES:UL & GA FILE STC RATINGS ARE TESTED IN CONTROLLED LABORATORY ENVIRONMENT SIMULATING A PERFECT CONSTRUCTION CONDITIONS. LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY- 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hour Fan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK PARTY / DWELLING WALL 1-HOUR RATEDSEE SHEET G300 FOR FIRE/WALL PLAN LAVATORY W/ BASE CABINET FLOOR PLAN NOTES GENERAL FINISH NOTES WALL LEGEND 1/4" = 1'-0" 1st FLOOR PLAN 01 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A201 - 1ST FLOOR PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - TRUE BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D 4 A602 3 A602 2 A601 1 A601 UNIT A TO 3rd FLR UP TO 3rd FLR UP TO 1st FLR DN TO 1st FLR DN UNIT B UNIT C UNIT D BEDROOM#1 BEDROOM#1 LIVING / DINING KITCHEN LIVING / DINING KITCHEN W/D W/D BEDROOM#1 KITCHEN LIVING / DINING BATH#1 KITCHEN LIVING / DINING BATH#1 BEDROOM#1 47 2' - 6"x 4' - 6" SHSILL HT: 3' - 6" 48 2' - 6"x 4' - 6" SHSILL HT: 3' - 6" 49 2' - 6"x 4' - 6" SHSILL HT: 3' - 6" 51 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" 52 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" E 39 2' - 6"x 4' - 6" FXSILL HT: 3' - 6" TG 40 2' - 6"x 4' - 6" FXSILL HT: 3' - 6" TG 53 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" E 01 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 02 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 03 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 04 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" BELT COURSE PROJECTION (12" MAX INTO FRONT SETBACK) 1st FLR LINE 1st FLR LINE 1st FLR LINE 1st FLR LINE 2085' - 4"X 7' - 0"SL 202 2' - 6"X 7' - 0"SGL. 203 2' - 8"X 7' - 0"SGL. 209 5' - 4"X 7' - 0"SL 201 2' - 6"X 7' - 0"SGL. 10 ' - 6 " 12 ' - 0 " 4'- 0 " 3'- 8 " 13 ' - 3 " 10 ' - 1 0 " 10 ' - 1 0 " 11 ' - 1 0 " 8'- 2 " 11 ' - 1 0 " 11 ' - 7 " 54 ' - 3 " 22'-10"2'-6" 25'-4" 7" 1'- 5 " 20 ' - 6 " 8'- 0 " 22 ' - 1 " 1'- 8 " 25'-4" 12'-0"2'-4"6'-10"3'-8" 6'- 1 " 3'- 1 0 " 4'-6" 2'- 0 " 3'- 3 " 1'- 1 1 " 3'- 8 " 16 ' - 8 " 3'- 8 " 3'- 8 " 18 ' - 1 " 3'- 1 0 " 2'- 2 " 5'-0"6'-6"2'-4"11'-6" 13'-10"11'-6"1'-6" 25'-4" 14'-4"11'-0" 25'-4" 2042' - 8"X 7' - 0"SGL. 17 ' - 3 " 4'- 4 " 12'-0"8'-10"4'-6" W/D W/D BATH#1 BATH#1 17'-8"9'-0" 26'-8" 23 ' - 5 " 3'- 8 " 3'- 8 " 23 ' - 1 " 53 ' - 1 0 " 2'- 0 " 20 ' - 0 " 5'- 1 " 5'- 7 " 19 ' - 6 " 1'- 8 " 17'-8"7'-0" 24'-8" 213 9' - 0"X 8' - 0"SL TG 2149' - 0"X 8' - 0"SL TG 2052' - 6"X 7' - 0"SGL. 2062' - 6"X 7' - 0"SGL. 54 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" 55 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" 207 2' - 8"X 7' - 0"SGL. 208 2' - 8"X 7' - 0"SGL. 13 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 14 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 37 2' - 6"x 5' - 0" FXSILL HT: 3' - 6" TG 38 2' - 6"x 5' - 0" FXSILL HT: 3' - 6" TG 56 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" E 15 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" 16 2' - 0"x 2' - 0" AWSILL HT: 6' - 0" TG 35 2' - 6"x 4' - 6" CSSILL HT: 3' - 6" 36 2' - 6"x 4' - 6" CSSILL HT: 3' - 6" TG 57 5' - 0"x 4' - 6" SLSILL HT: 3' - 6" E 10'-6"2'-4"11'-10" 4'-10"12'-10" 8'-10"3'-11"11'-11" 2'-6"6'-4" 13'-4"4'-4" 10 ' - 4 " 9'- 7 " 3'- 6 " 4'- 0 " 6'- 4 " 9'- 9 " 7'- 0 " 7'- 0 " 9'- 1 " 6'- 4 " 4'- 4 " 210 5' - 4"X 7' - 0"SL 50 2' - 6"x 4' - 6" SHSILL HT: 3' - 6" SD 4'- 0 " 6'- 1 0 " 5'- 6 " 5'- 4 " 5'- 1 1 " 5'- 1 1 " 8'- 2 " 5'- 1 1 " 5'- 1 1 " 6'- 1 " 5'- 6 " 50 ' - 2 " 10 ' - 0 " 10 ' - 0 " 2'- 1 0 " 2'- 3 " 2'- 4 " 3'- 3 " 9'- 6 " 10 ' - 0 " 2'-6"12'-8"2'-6" 3'- 6 " 13 ' - 5 " 6'- 6 " 1'- 8 " 4'- 0 " 1'- 8 " 6'- 1 0 " 12 ' - 9 " 3'- 6 " 2'-3"13'-2"2'-3" 9'-10"2'-2"6'-8"2'-2" 50 ' - 7 " 10 ' - 3 " 10 ' - 3 " 8'- 0 " 5'- 9 " 8'- 8 " 7'- 8 " 10'-4"8'-9"3'-9" SD CM SD SD 3'- 2 " 9'- 3 " 10 ' - 8 " 2125' - 4"X 7' - 0"SL 43 9' - 0"x 5' - 6" (M)3XCS O/FXSILL HT: 2' - 6" TG 44 9' - 0"x 5' - 6" (M)3XCS O/FXSILL HT: 2' - 6" TG 9'-6"3'-4"8'-0"3'-4"2'-6" 9 9 9 9 9 99 9 SD CM CM CM CM SD CM SDCM SD CM 1.5" MAX 1.5" MAX 20 ' - 1 " 4'- 6 " 4'- 6 " 20 ' - 1 " 13 AD-2 13 AD-2 16 22 22 16 16 16 16 16 16 16 DN METAL AWNING @ 1ST FLOOR DOOR BELOW DN UP UP UP UP 13 AD-2 22 PORCH PROJECTION 1'-0" 1'-1" 1' - 0" SLOPE 2% SLOPE 2% SLOPE 2% FLOOR PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS) PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST DROPPED CEILING HIGH CEILING, DIAG0NAL HATCHED AREA (OPEN TO BELOW AREA) STAIR HANDRAIL - 34" TO 38" HIGH FROM TREAD. 42" MIN BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE OF A SPHERE 4 INCHES DIAMETER SELF-CLOSING AND SELF-LATCHING DOOR (1 3/8" THICK), WITH 20 MIN. S-RATING AND TIGHT FITTING STRAIGHT OPENING CABINETS OR SHELVES COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] EXTERIOR FINISH ON EXTERIOR WALLS, SEE ELEVATION,APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. WALL COVERING OF SHOWER OR TUBS CEMENT, FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR FIBER-REINFORCED GYMPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUBS AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFETY GLAZING, CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH DIAMETER CIRCLE. SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "T.G.") ALL GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL (PERMANENT IF TEMPERED ) AS SAFETY GLAZING. [2406]. HAZARDOUS LOCATIONS ARE IDENTIFIED AS FOLLOW: GLAZING IN ALL DOORS, GLAZING IN BATH AND SHOWER ENCLOSURES, GLAZING WITHIN A 24" ARC OF A DOOR EDGE, PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18" ABOVE THE FINISH , FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR, GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS THAN 60" ABOVE WALKING SURFACE, WARDROBE DOORS. •• • STAIR MINIMUM 36" WIDE STAIRWAY AND LANDINGSTHE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE SMALLEST BY MORE THAN 3/8", 6'-8" MIN HEADROOM FROM NOSING OF TREAD VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C. HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES, CHIMNEYS AND FIREPLACE SHAFT MUST HAVE 1-HOUR FIRE RATED WALLS DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. WATER PROOF MATERIAL: ENDURO PRODUCTS, INC. IAPMO ER #483, ENDURA-KOTE TOTAL SYSTEM MIN 1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN. 2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.) ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) • • • • • • 120 V ELECTRICAL RECEPTACLE THAT IS WITHIN 3FT OF WATER HEATER AND ACCESSIBLE TO WATER HEATER WITH NO OBSTRUCTIONCATEGORY III OR IV VENT, OR A TYPE B VENT W/ STRAIGHT PIPE BETW. THEOUTSIDE TERMINATION AND SPACE WHERE WATER HEATER IS INSTALLEDCONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN BASE OF INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING W/O PUMP ASSISTANT GAS SUPPLY LINE W/ CAPACITY OF AT LEAST 200,000 BTU/HR TO WATER HEATERTANKLESS WATER HEATER TO BE MOUNTED AND ELEVATED TO BE PROTECTED FROM VEHICLE DAMAGE (CMC 308.1, CPC 507.13 & 1208.6.1) - 36" MIN ABOVE F.F. IT MUST BE UL APPROVED / THIRD PARTY FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DECK DRAIN / OVERFLOW, PROVIDE MIN 2% SLOPE AND WATERPROOFING AT DECK/BALCONY . INLET FLOW LINE OF OVERFLOW DRAIN SHAL BE 2" ABOVE LOW POINT OF DECK. DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR SURFACE AND SOFFITS PROTECTED BY 5/8" TYPE 'X' GYP BD. LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES NOT SWING OVER LANDING OR STEPS) [CRC R311.3] LANDING AT EGRESS DOOR SHALL NOT BE MORE THAN 0.5" LOWER THAN TOP OF THRESHOLD GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 2 3 4 6 7 8 9 5 10 11 12 13 14 15 16 17 18 19 PROVIDED AT 3RD FLOOR 20 21 22 PROVIDED AT BALCONY 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 25 PROVIDED AT 2ND FLOOR BALCONY 26 27 28 29 2X6 OR LARGER STUD WALL 2X4 STUD WALL 1-HR FIRE-RESISTIVE WALL SEE SHEET G300 FOR FIRE/WALL PLAN 8" CMU WALL A. B. C. ALL WINDOWS HAVE A U-FACTOR & SHGC AS SHOWN PER CF-1R, MF-1R SHEETS OF ENERGY CALCULATIONSSEE WINDOW/DOOR SCHEDULE ATTACHMENT OF EXTERIOR DECKS TO EXTERIOR WALLS SHALL BE INSPECTED PRIOR TO COVERING A. B. C. D. OUTLETS IN DWELLING UNIT SEPARATION WALLS SHALL HAVE ACOUSTIC PADS COMPLETELY SURROUNDING THE BOX AND WIRE HOLES OUTLETS FOR ANTENNA, PHONE & ELECTRICAL SHALL HAVE A 1/4-INCH ACOUSTIC SEALANT AROUND THE BOX TO THE DRYWALLSTC RATINGS FOR WALLS, FLOORS AND CEILING ASSEMBLIES: UL & GA FILE STC RATINGS ARE TESTED IN CONTROLLED LABORATORY ENVIRONMENT SIMULATING A PERFECT CONSTRUCTION CONDITIONS. LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY- 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hour Fan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK PARTY / DWELLING WALL 1-HOUR RATEDSEE SHEET G300 FOR FIRE/WALL PLAN LAVATORY W/ BASE CABINET FLOOR PLAN NOTES GENERAL FINISH NOTES WALL LEGEND 1/4" = 1'-0" 2ND FLOOR PLAN 02 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A202 Checker 2ND FLOOR PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - TRUE BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D 4 A602 3 A602 2 A601 1 A601 UNIT B UNIT A UNIT C UNIT D 2nd FLR LINE 2nd FLR LINE 301 4' - 0"X 7' - 0"DBL 305 2' - 8"X 7' - 0"SGL. 3062' - 6"X 7' - 0"SGL. 315 2' - 6"X 7' - 0"SGL. 307 2' - 6"X 7' - 0"SGL. 3082' - 6"X 7' - 0"SGL. 23 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E 24 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E 25 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" E 26 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG, E 27 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E 28 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" E 05 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 06 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" TG 07 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 08 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" TG 09 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" TG 10 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 11 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 3102' - 8"X 7' - 0"SGL. 312 2' - 8"X 7' - 0"SGL. 3024' - 0"X 7' - 0"DBL 313 2' - 8"X 7' - 0"SGL. 14 ' - 6 " 10 ' - 1 0 " 10 ' - 1 0 " 14 ' - 1 1 " 51 ' - 1 " 2'- 1 " 10 ' - 4 " 2'- 1 " 6'- 3 " 4'- 7 " 4'- 7 " 6'- 3 " 2'- 1 " 10 ' - 9 " 2'- 1 " 1'-6"21'-10" 23'-4" 1'- 6 " 19 ' - 1 0 " 8'- 0 " 15 ' - 3 " 6'- 6 " 6'-0"3'-4"12'-6" 2'-0"3'-8"5'-2"2'-0"3'-8"5'-10" 14 ' - 0 " 11 ' - 4 " 11 ' - 0 " 14 ' - 9 " 8'- 2 " 11 ' - 2 " 2'- 0 " 4'- 0 " 3'- 8 " 2'- 4 " 10 ' - 1 0 " 1'- 1 " 7'- 1 0 " 7'-6"3'-4"12'-6" 1'-6"5'-8"3'-8"5'-8"5'-10" 10'-10"12'-6" 6'- 8 " 12 ' - 8 " 6" 4'- 0 " 3'- 8 " 6" 12 ' - 8 " 8'- 1 1 " 2'- 0 " 1'-0"2'-6" 1'-0" 1'-0" 1'- 2 " 3'- 6 " 5'- 1 0 " 6'- 6 " 3'- 6 " 2'-0"7'-6"3'-8"11'-6"2'-0" 2'- 0 " 13 ' - 9 " 11 ' - 4 " 11 ' - 0 " 14 ' - 1 " 1'- 8 " 1st FLR LINE 1'-0"2'-0"7'-8"3'-6"11'-6"2'-0" 8'- 0 " 1'- 6 " 6'- 6 " 11 ' - 9 " 5'- 4 " 16 ' - 8 " 6'- 1 1 " 1'- 6 " 2'- 0 " 4'- 0 " 3'- 8 " 5'-1"7'-1"1'-0"3'-8"5'-10" 8'- 5 " 2'- 0 " 1'- 6 " 18 ' - 3 " 10 ' - 8 " 18 ' - 3 " 1'- 6 " 1'- 8 " 50 ' - 2 " 29 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E 12 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 30 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E 3142' - 8"X 7' - 0"SGL. 3162' - 8"X 7' - 0"SGL. 3172' - 6"X 7' - 0"SGL. 41 2' - 6"x 2' - 6" FXSILL HT: 2' - 6" TG 42 2' - 6"x 2' - 6" FXSILL HT: 2' - 6" TG 319 2' - 6"X 7' - 0"SGL. 31 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" E 3034' - 0"X 7' - 0"DBL 320 2' - 8"X 7' - 0"SGL. 17 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" TG 18 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" TG 318 2' - 8"X 7' - 0"SGL. 304 4' - 0"X 7' - 0"DBL 19 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 311 2' - 6"X 7' - 0"SGL. 309 2' - 6"X 7' - 0"SGL. 20 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 21 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 32 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" E 4"4'-0" 22 2' - 0"x 2' - 0" AWSILL HT: 5' - 6" 33 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" E 34 2' - 6"x 4' - 0" CSSILL HT: 3' - 6" TG,E SDCM SDCM SDCM SDCM SDCM SD SD SD SD SD SD SD CM +12" RAISED PLATFORM +12" RAISED PLATFORM 17 ' - 9 " 2'- 1 " 2'- 0 " 2'- 0 " 2'- 0 " 2'- 0 " 2'- 1 " 13 ' - 2 " 2'- 3 " 4'- 3 " 49 ' - 7 " 50 ' - 2 " 14 ' - 3 " 21 ' - 8 " 14 ' - 3 " 2'- 1 " 10 ' - 1 " 2'- 1 " 6'- 1 " 9'- 6 " 6'- 1 " 12 ' - 2 " 2'- 1 " M. BEDROOM CLOSET#2 BEDROOM#2 M. BEDROOM BATH#2 CLOSET#2 M. B A T H BEDROOM#2 M. B A T H M. BEDROOM BATH#2 M. B A T H BEDROOM#2 BEDROOM#2 M. B A T H M. BEDROOM BATH#2 M. C L O S E T BATH#2M. C L O S E T CLOSET#2 M. C L O S E T CLOSET#2 M. C L O S E T 19 19 19 19 7'-2"4'-0"4" 4'- 0 " 5'-3"6'-11"1'-0"3'-8"5'-10" FCU FCU FCU FCU 10 ' - 9 " CMSD CM CM 2'- 4 " 10 ' - 8 " CM CM CM CM 5'-4"1'-4" 7'-0"15'-8" 22'-8" 1'-0"1'-0" 7'-0"16'-4" 23'-4" 7'-2"15'-6" 22'-8" 2'- 0 " 14 ' - 2 " 2'- 1 " 3'- 1 " 2'- 3 " 2'- 4 " 3'- 0 " 2'- 1 " 7'- 8 " 6'- 6 " 2'- 0 " 7'-2"5'-4"10'-2" 2'-2"4'-10"6'-2"10'-2" 1'-0" 8" 1'- 8 " 3'- 8 " 3'- 8 " 1'- 8 " 8" BE N C H BE N C H BE N C H BE N C H 1'-0" 1'-0" 1'-0" 1'-0" 10'-0" 16 16 16 16 16 16 16 16 FLOOR PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS) PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST DROPPED CEILING HIGH CEILING, DIAG0NAL HATCHED AREA (OPEN TO BELOW AREA) STAIR HANDRAIL - 34" TO 38" HIGH FROM TREAD. 42" MIN BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE OF A SPHERE 4 INCHES DIAMETER SELF-CLOSING AND SELF-LATCHING DOOR (1 3/8" THICK), WITH 20 MIN. S-RATING AND TIGHT FITTING STRAIGHT OPENING CABINETS OR SHELVES COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] EXTERIOR FINISH ON EXTERIOR WALLS, SEE ELEVATION,APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. WALL COVERING OF SHOWER OR TUBS CEMENT, FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR FIBER-REINFORCED GYMPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUBS AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFETY GLAZING, CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH DIAMETER CIRCLE. SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "T.G.") ALL GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL (PERMANENT IF TEMPERED ) AS SAFETY GLAZING. [2406]. HAZARDOUS LOCATIONS ARE IDENTIFIED AS FOLLOW: GLAZING IN ALL DOORS, GLAZING IN BATH AND SHOWER ENCLOSURES, GLAZING WITHIN A 24" ARC OF A DOOR EDGE, PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18" ABOVE THE FINISH , FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR, GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS THAN 60" ABOVE WALKING SURFACE, WARDROBE DOORS. •• • STAIR MINIMUM 36" WIDE STAIRWAY AND LANDINGSTHE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE SMALLEST BY MORE THAN 3/8", 6'-8" MIN HEADROOM FROM NOSING OF TREAD VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C. HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES, CHIMNEYS AND FIREPLACE SHAFT MUST HAVE 1-HOUR FIRE RATED WALLS DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. WATER PROOF MATERIAL: ENDURO PRODUCTS, INC. IAPMO ER #483, ENDURA-KOTE TOTAL SYSTEM MIN 1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN. 2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.) ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) • • • • • • 120 V ELECTRICAL RECEPTACLE THAT IS WITHIN 3FT OF WATER HEATER AND ACCESSIBLE TO WATER HEATER WITH NO OBSTRUCTIONCATEGORY III OR IV VENT, OR A TYPE B VENT W/ STRAIGHT PIPE BETW. THEOUTSIDE TERMINATION AND SPACE WHERE WATER HEATER IS INSTALLEDCONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN BASE OF INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING W/O PUMP ASSISTANT GAS SUPPLY LINE W/ CAPACITY OF AT LEAST 200,000 BTU/HR TO WATER HEATERTANKLESS WATER HEATER TO BE MOUNTED AND ELEVATED TO BE PROTECTED FROM VEHICLE DAMAGE (CMC 308.1, CPC 507.13 & 1208.6.1) - 36" MIN ABOVE F.F. IT MUST BE UL APPROVED / THIRD PARTY FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DECK DRAIN / OVERFLOW, PROVIDE MIN 2% SLOPE AND WATERPROOFING AT DECK/BALCONY . INLET FLOW LINE OF OVERFLOW DRAIN SHAL BE 2" ABOVE LOW POINT OF DECK. DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR SURFACE AND SOFFITS PROTECTED BY 5/8" TYPE 'X' GYP BD. LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES NOT SWING OVER LANDING OR STEPS) [CRC R311.3] LANDING AT EGRESS DOOR SHALL NOT BE MORE THAN 0.5" LOWER THAN TOP OF THRESHOLD GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 2 3 4 6 7 8 9 5 10 11 12 13 14 15 16 17 18 19 PROVIDED AT 3RD FLOOR 20 21 22 PROVIDED AT BALCONY 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 25 PROVIDED AT 2ND FLOOR BALCONY 26 27 28 29 2X6 OR LARGER STUD WALL 2X4 STUD WALL 1-HR FIRE-RESISTIVE WALL SEE SHEET G300 FOR FIRE/WALL PLAN 8" CMU WALL A. B. C. ALL WINDOWS HAVE A U-FACTOR & SHGC AS SHOWN PER CF-1R, MF-1R SHEETS OF ENERGY CALCULATIONSSEE WINDOW/DOOR SCHEDULE ATTACHMENT OF EXTERIOR DECKS TO EXTERIOR WALLS SHALL BE INSPECTED PRIOR TO COVERING A. B. C. D. OUTLETS IN DWELLING UNIT SEPARATION WALLS SHALL HAVE ACOUSTIC PADS COMPLETELY SURROUNDING THE BOX AND WIRE HOLES OUTLETS FOR ANTENNA, PHONE & ELECTRICAL SHALL HAVE A 1/4-INCH ACOUSTIC SEALANT AROUND THE BOX TO THE DRYWALLSTC RATINGS FOR WALLS, FLOORS AND CEILING ASSEMBLIES: UL & GA FILE STC RATINGS ARE TESTED IN CONTROLLED LABORATORY ENVIRONMENT SIMULATING A PERFECT CONSTRUCTION CONDITIONS. LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY- 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hour Fan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK PARTY / DWELLING WALL 1-HOUR RATEDSEE SHEET G300 FOR FIRE/WALL PLAN LAVATORY W/ BASE CABINET FLOOR PLAN NOTES GENERAL FINISH NOTES WALL LEGEND 1/4" = 1'-0" 3rd FLOOR PLAN 03 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A203 Checker 3RD FLOOR PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - TRUE 3.5 : 1 2 3.5:12 3. 5 : 1 2 3. 5 : 1 2 3.5:12 3.5:12 5:1 2 5:12 5:12 5:12 5: 1 2 1st FLR LINE 2nd FLR LINE 3rd FLR LINE 1st FLR LINE 2nd FLR LINE 3rd FLR LINE 3.5:12 3.5:12 3. 5 : 1 2 3.5:12 3.5:12 3.5:12 3.5 : 1 2 3.5:12 3.5 : 1 2 3.5 : 1 2 3. 5 : 1 2 3.5 : 1 2 2'- 0 " 2'-0" 2'-0" 3'-3" 2'-0" 2'-0" 2'- 0 " 2'- 0 " 2'- 0 " 2'- 0 " 2'-0" 2'-0" 2'-0" 3'-0" 2'- 0 " 3'-0" 3'-0"SOLAR PANEL SEPT. PERMIT REQ'D SOLAR PANEL SEPT. PERMIT REQ'DDWELLING SEPARATION WALL @ 3RD FLR DWELLING SEPARATION WALL @ 3RD FLR BUILDING 1 BUILDING 2 1/4" = 1'-0" ROOF PLAN 1 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A204 Checker ROOF PLAN - UPPERLEVEL 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - BUILDING 1: UPPER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 1105 SF REQUIRED:VENTILATION AREA= 1105 SF / 150= 7.3 SF CONVERT SF TO S.I.= 7.3X144= 1060.8 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 1060.8 S.I. HIGH: 530.4 LOW: 530.4PROVIDED:HIGH: 6- O'HAGIN VENT @ 98.75S.I. EA. = 592.5 S.I. LOW: 8- 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 576 S.I (59- EAVE VENT BLOCK @ 9.80 S.I. EA. = 578.2 S.I. ) PROVIDED VENTILATION: 1168.5 S.I. >1060.8 REQUIRED ROOF COMPOSITE SLATE ROOFINGSINGLE WIDTH SLATE COLOR: EUROPEAN • •• O'HAGIN'S VENT, "FLAT" MODEL (ICC-ES 9650A)12" MIN ABOVE INSULATION LINE NET FREE VENTILATION AREA: 98.75 S.I.OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH OPENINGS ROOF PLAN LEGEND A. B. C. D. E. PV SYSTEMS ARE REQUIRED ON NEW CONSTRUCTION PER CALIFORNIA ENERGY CODE 150.1(c)14 AND SHALL COMPLY WITH THE EDR OF THE ENERGY REPORT PG 2 SOLAR / PV SYSTEM TO BE DEFERRED RADIANT BARRIER IS REQUIRED PER ENERGY REPORT ALL SHEET METAL AT ROOFS SHALL BE A MINIMUM OF 26 GAUGEROOF COMPOSITE SLATE PRODUCTS REPORT NUMBER: ESR-2119 BUILDING 2: UPPER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 1138 SF REQUIRED:VENTILATION AREA= 1138 SF/ 150= 7.58 SF CONVERT SF TO S.I.= 7.58X144= 1092.48 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 1092.48 S.I. HIGH: 546.24 LOW: 546.24PROVIDED:HIGH: 6 - O'HAGIN VENT @ 98.75S.I. EA. = 592.5 S.I. LOW: 8 - 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 576 S.I (59- EAVE VENT BLOCK @ 9.80 S.I. EA. = 578.2 S.I. ) TOTAL VENTILATION: 1168.5 > 1092.48 REQUIRED BUILDING 1 BUILDING 2 EAVE VENT BLOCKSEACH VENT BLOCKS BETWEEN RAFTER W/ 3 2" øHOLES, MIN. 3" O.C. W/ CORROSIVE RESISTANT WIRE MESH , PROVIDES 9.8 S.I. MIN 3" O.C. 36"x2" EAVE VENT STRIPS~EA. VENT STRIP PROVIDES 72 S.I. FREE AREA ~OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH COVERING. ROOF PLAN NOTES ATTIC VENTILATION CALCULATIONS ROOF TILE TESTING REPORT RADIANT BARRIER INSTALLATION TRUE BUILDING 1: LOWER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 262 SF REQUIRED:VENTILATION AREA= 262 SF / 150= 1.75 SF CONVERT SF TO S.I.= 1.75X144= 251.52 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 251.52 S.I. LOW: 251.52PROVIDED:LOW: 4- 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 288 S.I (30- EAVE VENT BLOCK @ 9.80 S.I. EA. = 294 S.I. ) PROVIDED VENTILATION: 288 S.I. >251.52 REQUIRED BUILDING 2: LOWER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 166 SF REQUIRED:VENTILATION AREA= 166 SF/ 150= 1.10 SF CONVERT SF TO S.I.= 1.10X144= 159.36 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 159.36S.I. LOW: 159.36 PROVIDED:LOW: 3 - 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 216 S.1 (23- EAVE VENT BLOCK @ 9.80 S.I. EA. = 225.4 S.I. ) TOTAL VENTILATION: 216 >159.36 REQUIRED 5:1 2 5:12 5:12 5:12 5:1 2 2nd FLR LINE 3rd FLR LINE 2nd FLR LINE 3rd FLR LINE 5:125:12 5:12 5:1 2 5:1 2 5:1 2 5:12 5: 1 2 5:1 2 5:1 25:125:12 METAL AWNING @ 1ST FLOOR DOOR BELOW 5:12 5:12 5:12 1'-0" 2'- 0 " 1'- 0 " 2'-0" 1'-0" 1'-6" 1'- 0 " 2'-0" 1'-0" 2'-0" 1'- 0 " 2'- 0 " 1'-0" 5: 1 2 5:1 2 5: 1 2 METAL AWNING @ 2ND FLOOR DOOR BELOW BUILDING 1BUILDING 2 1/4" = 1'-0" LOWER ROOF PLAN 02 BUILDING 1: LOWER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 262 SF REQUIRED:VENTILATION AREA= 262 SF / 150= 1.75 SF CONVERT SF TO S.I.= 1.75X144= 251.52 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 251.52 S.I. LOW: 251.52PROVIDED:LOW: 4- 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 288 S.I (30- EAVE VENT BLOCK @ 9.80 S.I. EA. = 294 S.I. ) PROVIDED VENTILATION: 288 S.I. >251.52 REQUIRED BUILDING 2: LOWER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 166 SF REQUIRED:VENTILATION AREA= 166 SF/ 150= 1.10 SF CONVERT SF TO S.I.= 1.10X144= 159.36 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 159.36S.I. LOW: 159.36 PROVIDED:LOW: 3 - 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 216 S.1 (23- EAVE VENT BLOCK @ 9.80 S.I. EA. = 225.4 S.I. ) TOTAL VENTILATION: 216 >159.36 REQUIRED CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A205 Checker ROOF PLAN LOWERLEVEL 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - BUILDING 1: UPPER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 1105 SF REQUIRED:VENTILATION AREA= 1105 SF / 150= 7.3 SF CONVERT SF TO S.I.= 7.3X144= 1060.8 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 1060.8 S.I. HIGH: 530.4 LOW: 530.4PROVIDED:HIGH: 6- O'HAGIN VENT @ 98.75S.I. EA. = 592.5 S.I. LOW: 8- 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 576 S.I (59- EAVE VENT BLOCK @ 9.80 S.I. EA. = 578.2 S.I. ) PROVIDED VENTILATION: 1168.5 S.I. >1060.8 REQUIRED ROOF COMPOSITE SLATE ROOFINGSINGLE WIDTH SLATE COLOR: EUROPEAN • •• O'HAGIN'S VENT, "FLAT" MODEL (ICC-ES 9650A)12" MIN ABOVE INSULATION LINE NET FREE VENTILATION AREA: 98.75 S.I.OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH OPENINGS ROOF PLAN LEGEND A. B. C. D. E. PV SYSTEMS ARE REQUIRED ON NEW CONSTRUCTION PER CALIFORNIA ENERGY CODE 150.1(c)14 AND SHALL COMPLY WITH THE EDR OF THE ENERGY REPORT PG 2 SOLAR / PV SYSTEM TO BE DEFERRED RADIANT BARRIER IS REQUIRED PER ENERGY REPORT ALL SHEET METAL AT ROOFS SHALL BE A MINIMUM OF 26 GAUGEROOF COMPOSITE SLATE PRODUCTS REPORT NUMBER: ESR-2119 BUILDING 2: UPPER ROOF CALCULATION TOTAL AREA OF ATTIC SPACE TO BE VENTILATED= 1138 SF REQUIRED:VENTILATION AREA= 1138 SF/ 150= 7.58 SF CONVERT SF TO S.I.= 7.58X144= 1092.48 S.I.REQUIRED: TOTAL REQUIRED VENTILATION: 1092.48 S.I. HIGH: 546.24 LOW: 546.24PROVIDED:HIGH: 6 - O'HAGIN VENT @ 98.75S.I. EA. = 592.5 S.I. LOW: 8 - 36" L X 2" W EAVE VENT STRIPS @ 72 S.I. EA = 576 S.I (59- EAVE VENT BLOCK @ 9.80 S.I. EA. = 578.2 S.I. ) TOTAL VENTILATION: 1168.5 > 1092.48 REQUIRED BUILDING 1 BUILDING 2 EAVE VENT BLOCKSEACH VENT BLOCKS BETWEEN RAFTER W/ 3 2" øHOLES, MIN. 3" O.C. W/ CORROSIVE RESISTANT WIRE MESH , PROVIDES 9.8 S.I. MIN 3" O.C. 36"x2" EAVE VENT STRIPS~EA. VENT STRIP PROVIDES 72 S.I. FREE AREA ~OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH COVERING. ROOF PLAN NOTES ATTIC VENTILATION CALCULATIONS ROOF TILE TESTING REPORT RADIANT BARRIER INSTALLATION TRUE UNIT B UNIT A 2-CAR GARAGE TO 2nd FLR UP TO 2nd FLR UP 2-CAR GARAGE UNIT D UNIT C UP UP 2-CAR GARAGE 2-CAR GARAGE UNIT A, B, C,D TRASH BINS TRASH BIN TRASHBIN TRASH BIN TRASH BIN PILLAR PROJECTION (12" MAX INTO FRONT SETBACK) BU I L D I N G O V E R H A N G BU I L D I N G O V E R H A N G BU I L D I N G O V E R H A N G BU I L D I N G O V E R H A N G 6 6 6 6 SDCM SDCM SDCM SDCM G GFI G G EV240VG HE,PC DR SSVS G G 22 0 DIS C O N N E C T SS G GFI G G EV240VG HE,PC DR SSVS G G 22 0 DIS C O N N E C T SS 22 0 DIS C O N N E C T G G GEV240V HE,PC SVSS 22 0 DIS C O N N E C T SS G G TO LIGHT/SWITCH@ 2ND FLR TO LIGHT/SWITCH@ 2ND FLR GGFI DR HE , P C G/W P G G GEV240V SVSS SS G G GGFI DR HE , P C G/ W P HB HE , P C HE , P C HE , P C 200 AMP ELECTRICAL SUBPANEL 200 AMP ELECTRICAL SUB PANEL G G G G 200 AMP ELECTRICAL SUBPANEL A. B. C. D. E. F. G. H. All luminaires installed in residential construction must qualify as “high efficacy luminaires.”All permanently installed luminaires w/ interchangeable lamps must contain lamps that comply w/ the req's of joint appendix 8 (ja8) and be appropriately marked to be considered “high efficacy luminaires.”Recessed down-light luminaires and enclosed luminaires are required to contain a ja8 compliant lamp that meets the elevated temperature requirement. Recessed down-light luminaires with screw based sockets are no longer permitted to be installed. Additionally, all luminaires that are installed with ja8-certified light sources are required to be controlled by either a dimmer or vacancy sensor. The builder must provide the new homeowner with a luminaire schedule (as required in title 24 california code of regulations, part 1, §10-103(b)) that includes a list of lamps installed in the luminaries so that the homeowner knows what light sources they are entitled to when they take possession of the new home.The number of blank electrical boxes (j-box) installed more than five feet above the finished floor shall not be greater than the number of bedrooms. These electrical boxes shall be served by a dimmer, a vacancy sensor, or fan speed control.Manual-on/automatic-off occupant sensors motion sensors, photo-control astronomical time clock controls and dimmers installed to comply with §150.0(k) must have been certified to the energy commission by their manufacturer, pursuant to the provisions of the title 20 appliance efficiency regulations (title 20 california code of regulations, §1606), as required by §110.9.The energy standards require vacancy sensors to control at least one luminaire in the following room types: bathrooms, utility rooms, laundry rooms, and garages.All outdoor lighting attached to the residence or to other buildings on the same lot must be high efficacy, and must be controlled by a manual on and off switch and one of the following automatic control types: photo-control and motion sensor, photo-control and automatic time switch control, astronomical time clock control that automatically turns the outdoor lighting off during daylight hours, or emcs that provides the functionality of an astronomical time clock, does not have an override or bypass switch that allows the luminaire to be always on, and is programmed to automatically turn the outdoor lighting off during daylight hours. Recessed downlight luminaires in ceilings. Luminaires recessed into ceilings shall meet all of the following requirements: • • • • • • B listed, as defined in section 100.1, for zero clearance insulation contact (ic) by underwriters laboratories or other nationally recognized testing/rating laboratory; and Have a label that certifies the luminaire is airtight with air leakage less than 2.0 cfm at 75 pascals when tested in accordance with ASTM E283. An exhaust fan housing shall not be required to be certified airtight; andBe sealed with a gasket or caulk between the luminaire housing and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with agasket or caulk; andFor luminaires with hardwired ballasts or drivers, allow ballast or driver maintenance and replacement to be readily accessible to building occupants from below the ceiling without requiring the cutting of holes in the ceiling; andShall not contain screw base sockets; and Shall contain light sources that comply with references joint appendix ja8, including the elevated temperature requirements, and that are marked “ja8-2016-e” as specified in reference joint appendix ja8. PLUMBING NOTES: A. B. C. D. E. F. G. H.I. J. K. Any fixed appliance such as disposal, dishwasher, clothes washer, dryer, built-in heaters, or any other fixed appliance with 1/4 h.P. Motor or larger, shall be on a separate #12 awg wire branch circuit. Each dwelling unit shall have installed therein an individual disposal circuit supplied with a minimum #12 awg wire and a 15 amp indicating-type switchOutdoor outlets with W.P. & GFI to be provided at rear entrance to each unitAttic installed fau units shall have disconnect within sight or lock on device on panel. Provide light, switch and 120-v oulet at access.Smoke and carbon monoxide detectors provided for each unit, including attached garageLight and panels shall not be recessed in fire rated assemblies unless boxed with equiv. construction.All electrical appurtenances shall be 18" min. Above finish floor of parking garageW.P. Cover of outlets to comply with Sect. 406.8 (b)(1) CEC All lights and switch required by CECHeat pump space heater ready: If a natural gas or propane furnace is installed, install dedicated 240-volt, 30-amp branch circuit wiring within 3 ft from the furnace and accessible to the furnace with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future furnace installation.Electric cooktop ready: if a gas or propane cooktop serves individual dwelling units, install dedicated 240-volt, 50 amp branch circuit wiring within 3 ft from the cooktop and accessible to the cooktop with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future cooktop installation.Electric clothes dryer ready: If a clothes dryer location has gas or propane plumbing, install dedicated 240-voll, 30 amp branch circuit wiring within 3 ft from the clothes dryer and accessible to the clothes dryer with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future clothes dryer installation. A. B. C. D. E.F. Maximum water velocity in pipes shall be 8 FPS for cold water and 5 FPS for hot water as pipe sizing criteriaUpper terminal cleanouts are required for all horizontal drainage piping servicing sinks and urinalsStand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trapTrap for clothes washer standpipe receptor shall be installed below the floor, but shall be roughed in not less than 6" and no more than 18" above the floorGas piping shall be kept a min 6" above grade or structureStand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trap A.C.A/C CONDENSER UNIT: Provide equipment platform for AC Unit at roof deck TELEVISION ANTENNA with cable ready TELEPHONE OUTLET FUEL GAS VALVE HOSE BIB, protected by an anti-siphon device EXHAUST DUCT: 4" diameter exhaust for dryer. 6" diameter exhaust for kitchen. Limited to 14' and 2 elbows. Reduce 2' for every elbow in excess of 2. (100 CFM min) PUSH BUTTON FOR DOOR CHIMES 200 AMP. MIN ELECTRICAL PANEL INDOOR AIR QUALITY FAN, Specs per energy report TANKLESS WATER HEATER, SEE KEYNOTE #1TWH RECESSED LIGHT, HIGH EFFICACY SURFACE MOUNTED CEILING LIGHT, HIGH EFFICACY BRACKET MOUNTED WALL LIGHT, HIGH EFFICACY .FLOOR DUPLEX OUTLET w/ ARC-FAULT INTERRUPTER SWITCHES (Mounted 36"- 48" ABOVE F.F.) Standard Switch w/ 3 Way Switchw/ Dimmer Switchw/ 3 Way Dimmer SwitchWaterproof w/ Vacancy Sensorw/ 3 Way Vacancy Sensor OUTLETS (mounted 12" - 48" AFF) All Outlets are ARC FAULT in Interrupter AFCI (Except GFI), Convenence outlets mounted 12" Abv. Floor , Kitchen/Bath outlets mounted 9" abv. counter UTILITY PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS)PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 4 9 10 11 16 18 19 PROVIDED AT 3RD FLOOR 21 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 26 27 28 29 UTILITY PLAN LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY - 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hour Fan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK LAVATORY W/ BASE CABINET LOAD CALCULATIONS FAMILY DWELLING GUIDELINES G HB DR HE RECESSED LIGHT AT SHOWER (VAPOR PROOF, HE) WP w/ ARC-fault circuit interrupter w/ waterproof outlet/ GFIw/ ground fault circuit-interrupterw/ dual function AFCI / GFI protectedw/ 220-volt outlet AR C WP GF I A/G 22 0 V S S3 SD S3D SWP SV S3V LIGHTING NOTES: RECESSED LUMINAIRES ELECTRICAL NOTES: • • •••• • • Pin-based linear or compact fluorescent lamps with electronic ballasts Pulse-start metal halide lamps High pressure sodium lampsGu-24 sockets rated for led lampsGu-24 socket rated for compact fluorescent lampsLuminaires using led light sources which have been certified to the commission as high efficacy in accordance with reference joint appendix ja8Luminaire housings rated by manufacturer for use w/ only led light engines Induction lamps HIGH EFFICACY LIGHT SOURCES • • • • Raceway shall not be less than trade size 1 (nominal 1-inch inside diameter).Raceway shall originate at the main service or subpanel and terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an ev charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces.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. Service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future ev charging as “ev capable”. The raceway termination location shall be permanently and visibly marked as “ev capable” ELECTRIC VEHICLE NOTES Install a listed raceway to accommodate a dedicated 208/240-volt branch circuit for each dwelling unit. • • • • For new construction, provide Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)): At least one of the following shall be provided: ESS-ready interconnection equipment with a minimum backed up capacity of 60 amps and a minimum of four ESS-supplied branch circuits.Four or more branch circuits from a single panelboard suitable to be supplied by the ESS: at least one circuit must supply the refrigerator, lighting circuit near the primary egress, and a sleeping room receptacle outlet.A main panel board with a minimum busbar rating of 225 amps.Sufficient space reserved to allow future installation of system isolation equipment or a transfer switch within 3 ft of the main panelboard. ENERGY STORAGE SYSTEM2022 TITLE 24 REFERENCE: TABLE 150.0A-C A. B. C. A sound rating of one sone or less at the required ventilation flow rate is required for each ceiling mounted whole building ventilation fanThe exhaust fan control used for whole-building continuous operation is required to maintain minimum levels of outside air ventilation required for good health, the fan control should be on at all times when the building is occupied, unless there is a severe outdoor air contaminationProvide minimum exhaust rate per Table 150.0-G VENTILATION NOTES Table 150.0-G Kitchen Range Hood Airflow Rates (cfm) and ASTM E3087 Capture Efficiency (CE) Ratings According to Dwelling Unit Floor Area and Kitchen Range Fuel Type (2022 TITLE 24) 1/4" = 1'-0" 1ST FLOOR UTILTY PLAN 1 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A301 - 1ST FLOOR UTILITY PLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - TRUE UNIT A TO 3rd FLR UP TO 3rd FLR UP TO 1st FLR DN TO 1st FLR DN UNIT B UNIT C UNIT D BEDROOM#1 BEDROOM#1 LIVING / DINING KITCHEN LIVING / DINING KITCHEN W/D W/D BEDROOM#1 KITCHEN LIVING / DINING BATH#1 KITCHEN LIVING / DINING BATH BEDROOM#1 BELT COURSE PROJECTION(12" MAX INTO FRONT SETBACK) 1st FLR LINE 1st FLR LINE 1st FLR LINE1st FLR LINE W/D W/D BATH#1 BATH#1 SDCM SDCM A WP HE,PC SV AA A G SDS A/G A/G A/G A/G 1/2 HO T 24 0 V +8 0 " A / G 24 0 V A/ G SS A A A/GA/G+80"A/G240VA/G A/G A/G A SD A S 3S3D WP HE,PC SV G SDS AA A A SD A A S 3S3D A/GA/G240V+80"A/GA/G A/G A/G A/G A/G A/G 24 0 V +8 0 " A / G 24 0 V A/ G SS A/ G 1/2 HO T WPHE,PCG 240V G SD A A A A A A S3DS S3D TO LIGHT/SWITCH@ 3RD FLR TO LIGHT/ SWITCH @ 1ST FLR S SDSVS WPHE,PCG 240V G SDSVS SD A A A A A A G G A A A G/ W P S S3 S3 S3S3D TO LIGHT/ SWITCH @ 1ST FLR TO LIGHT/SWITCH@ 3RD FLR A A A A G/W P S3DSSS3S3S3D A AA G G CL O S E T # 1 CL O S E T # 1 CL O S E T # 1 CL O S E T # 1 TO LIGHT/ SWITCH @ 1ST FLR S3S3D A TO LIGHT/SWITCH @ 3RD FLR TO LIGHT/SWITCH @ 3RD FLRTO LIGHT/ SWITCH @ 1ST FLR 9 9 9 9 9 99 9 G G SD SD CM SD SD SD CM CM CM CM SD CM SDCM SD CM S S A/G 1/2 HO T SS A/G A/G 1/2 HO T SS 16 16 16 16 16 16 16 16 250 CFM 250 CFM 250 CFM 250 CFM A. B. C. D. E. F. G. H. All luminaires installed in residential construction must qualify as “high efficacy luminaires.” All permanently installed luminaires w/ interchangeable lamps must contain lamps that comply w/ the req's of joint appendix 8 (ja8) and be appropriately marked to be considered “high efficacy luminaires.” Recessed down-light luminaires and enclosed luminaires are required to contain a ja8 compliant lamp that meets the elevated temperature requirement. Recessed down-light luminaires with screw based sockets are no longer permitted to be installed. Additionally, all luminaires that are installed with ja8-certified light sources are required to be controlled by either a dimmer or vacancy sensor.The builder must provide the new homeowner with a luminaire schedule (as required in title 24 california code of regulations, part 1, §10-103(b)) that includes a list of lamps installed in the luminaries so that the homeowner knows what light sources they are entitled to when they take possession of the new home. The number of blank electrical boxes (j-box) installed more than five feet above the finished floor shall not be greater than the number of bedrooms. These electrical boxes shall be served by a dimmer, a vacancy sensor, or fan speed control. Manual-on/automatic-off occupant sensors motion sensors, photo-control astronomical time clock controls and dimmers installed to comply with §150.0(k) must have been certified to the energy commission by their manufacturer, pursuant to the provisions of the title 20 appliance efficiency regulations (title 20 california code of regulations, §1606), as required by §110.9.The energy standards require vacancy sensors to control at least one luminaire in the following room types: bathrooms, utility rooms, laundry rooms, and garages. All outdoor lighting attached to the residence or to other buildings on the same lot must be high efficacy, and must be controlled by a manual on and off switch and one of the following automatic control types: photo-control and motion sensor, photo-control and automatic time switch control, astronomical time clock control that automatically turns the outdoor lighting off during daylight hours, or emcs that provides the functionality of an astronomical time clock, does not have an override or bypass switch that allows the luminaire to be always on, and is programmed to automatically turn the outdoor lighting off during daylight hours. Recessed downlight luminaires in ceilings. Luminaires recessed into ceilings shall meet all of the following requirements: • • • • •• B listed, as defined in section 100.1, for zero clearance insulation contact (ic) by underwriters laboratories or other nationally recognized testing/rating laboratory; and Have a label that certifies the luminaire is airtight with air leakage less than 2.0 cfm at 75 pascals when tested in accordance with ASTM E283. An exhaust fan housing shall not be required to be certified airtight; andBe sealed with a gasket or caulk between the luminaire housing and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with agasket or caulk; and For luminaires with hardwired ballasts or drivers, allow ballast or driver maintenance and replacement to be readily accessible to building occupants from below the ceiling without requiring the cutting of holes in the ceiling; andShall not contain screw base sockets; andShall contain light sources that comply with references joint appendix ja8, including the elevated temperature requirements, and that are marked “ja8-2016-e” as specified in reference joint appendix ja8. PLUMBING NOTES: A. B. C. D. E. F. G.H. I. J. K. Any fixed appliance such as disposal, dishwasher, clothes washer, dryer, built-in heaters, or any other fixed appliance with 1/4 h.P. Motor or larger, shall be on a separate #12 awg wire branch circuit. Each dwelling unit shall have installed therein an individual disposal circuit supplied with a minimum #12 awg wire and a 15 amp indicating-type switchOutdoor outlets with W.P. & GFI to be provided at rear entrance to each unitAttic installed fau units shall have disconnect within sight or lock on device on panel. Provide light, switch and 120-v oulet at access.Smoke and carbon monoxide detectors provided for each unit, including attached garageLight and panels shall not be recessed in fire rated assemblies unless boxed with equiv. construction.All electrical appurtenances shall be 18" min. Above finish floor of parking garageW.P. Cover of outlets to comply with Sect. 406.8 (b)(1) CECAll lights and switch required by CECHeat pump space heater ready: If a natural gas or propane furnace is installed, install dedicated 240-volt, 30-amp branch circuit wiring within 3 ft from the furnace and accessible to the furnace with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future furnace installation.Electric cooktop ready: if a gas or propane cooktop serves individual dwelling units, install dedicated 240-volt, 50 amp branch circuit wiring within 3 ft from the cooktop and accessible to the cooktop with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future cooktop installation.Electric clothes dryer ready: If a clothes dryer location has gas or propane plumbing, install dedicated 240-voll, 30 amp branch circuit wiring within 3 ft from the clothes dryer and accessible to the clothes dryer with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future clothes dryer installation. A. B. C. D. E.F. Maximum water velocity in pipes shall be 8 FPS for cold water and 5 FPS for hot water as pipe sizing criteriaUpper terminal cleanouts are required for all horizontal drainage piping servicing sinks and urinalsStand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trapTrap for clothes washer standpipe receptor shall be installed below the floor, but shall be roughed in not less than 6" and no more than 18" above the floor Gas piping shall be kept a min 6" above grade or structureStand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trap A.C.A/C CONDENSER UNIT: Provide equipment platform for AC Unit at roof deck TELEVISION ANTENNA with cable ready TELEPHONE OUTLET FUEL GAS VALVE HOSE BIB, protected by an anti-siphon device EXHAUST DUCT: 4" diameter exhaust for dryer. 6" diameter exhaust for kitchen. Limited to 14' and 2 elbows. Reduce 2' for every elbow in excess of 2. (100 CFM min) PUSH BUTTON FOR DOOR CHIMES 200 AMP. MIN ELECTRICAL PANEL INDOOR AIR QUALITY FAN, Specs per energy report TANKLESS WATER HEATER, SEE KEYNOTE #1TWH RECESSED LIGHT, HIGH EFFICACY SURFACE MOUNTED CEILING LIGHT, HIGH EFFICACY BRACKET MOUNTED WALL LIGHT, HIGH EFFICACY .FLOOR DUPLEX OUTLET w/ ARC-FAULT INTERRUPTER SWITCHES (Mounted 36"- 48" ABOVE F.F.) Standard Switchw/ 3 Way Switch w/ Dimmer Switch w/ 3 Way Dimmer SwitchWaterproofw/ Vacancy Sensorw/ 3 Way Vacancy Sensor OUTLETS (mounted 12" - 48" AFF) All Outlets are ARC FAULT in Interrupter AFCI (Except GFI), Convenence outlets mounted 12" Abv. Floor , Kitchen/Bath outlets mounted 9" abv. counter UTILITY PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS)PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 4 9 10 11 16 18 19 PROVIDED AT 3RD FLOOR 21 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 26 27 28 29 UTILITY PLAN LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY- 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/ D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hourFan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK LAVATORY W/ BASE CABINET LOAD CALCULATIONS FAMILY DWELLING GUIDELINES G HB DR HE RECESSED LIGHT AT SHOWER (VAPOR PROOF, HE) WP w/ ARC-fault circuit interrupterw/ waterproof outlet/ GFIw/ ground fault circuit-interrupter w/ dual function AFCI / GFI protectedw/ 220-volt outlet AR C WP GF I A/ G 22 0 V S S3 SD S3D SWP SV S3V LIGHTING NOTES: RECESSED LUMINAIRES ELECTRICAL NOTES: • •• ••• • • Pin-based linear or compact fluorescent lamps with electronic ballastsPulse-start metal halide lampsHigh pressure sodium lamps Gu-24 sockets rated for led lampsGu-24 socket rated for compact fluorescent lampsLuminaires using led light sources which have been certified to the commission as high efficacy in accordance with reference joint appendix ja8Luminaire housings rated by manufacturer for use w/ only led light enginesInduction lamps HIGH EFFICACY LIGHT SOURCES • • • • Raceway shall not be less than trade size 1 (nominal 1-inch inside diameter).Raceway shall originate at the main service or subpanel and terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an ev charger.Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces.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. Service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future ev charging as “ev capable”. The raceway termination location shall be permanently and visibly marked as “ev capable” ELECTRIC VEHICLE NOTES Install a listed raceway to accommodate a dedicated 208/240-volt branch circuit for each dwelling unit. • • • • For new construction, provide Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)): At least one of the following shall be provided:ESS-ready interconnection equipment with a minimum backed up capacity of 60 amps and a minimum of four ESS-supplied branch circuits.Four or more branch circuits from a single panelboard suitable to be supplied by the ESS: at least one circuit must supply the refrigerator, lighting circuit near the primary egress, and a sleeping room receptacle outlet. A main panel board with a minimum busbar rating of 225 amps.Sufficient space reserved to allow future installation of system isolation equipment or a transfer switch within 3 ft of the main panelboard. ENERGY STORAGE SYSTEM2022 TITLE 24 REFERENCE: TABLE 150.0A-C A. B. C. A sound rating of one sone or less at the required ventilation flow rate is required for each ceiling mounted whole building ventilation fan The exhaust fan control used for whole-building continuous operation is required to maintain minimum levels of outside air ventilation required for good health, the fan control should be on at all times when the building is occupied, unless there is a severe outdoor air contaminationProvide minimum exhaust rate per Table 150.0-G VENTILATION NOTES Table 150.0-G Kitchen Range Hood Airflow Rates (cfm) and ASTM E3087 Capture Efficiency (CE) Ratings According to Dwelling Unit Floor Area and Kitchen Range Fuel Type (2022 TITLE 24) CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A302 Checker 2ND FLOOR UTILITYPLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 1/4" = 1'-0" 2ND FLOOR UTILITY PLAN 02 TRUE UNIT B UNIT A M. BEDROOM FCU BEDROOM#2 M. BEDROOM BATH#2 FCU M.BATH BEDROOM#2 M.BATHUNIT C UNIT D M. BEDROOM BATH#2 M. B A T H BEDROOM#2 BEDROOM#2 M. B A T H M. BEDROOM BATH#2 M. C L O S E T 2nd FLR LINE 2nd FLR LINE BATH#2 M. C L O S E T M. C L O S E T CLOSET#2 M. C L O S E T 1st FLR LINE SDCM SDCM SDCM SDCM SD SD SD SD SD SD SD SD +12" RAISED PLATFORM +12" RAISED PLATFORM WP WP G SVSDS A A A A A WP G SVSDS S V S D A A A A A G G SDSSV HE , P C HE , P C WP G G SDSSV HE , P C HE , P C S D A A A A A S D SS 3 S D SS 3 A A A A A A A S D A A A A A S D A A A A A SS 3 A A A A A S D SS 3 A A A A A A S D WP G G SDSSV HE , P C HE , P C WP G SVSDS WP G G SDSSV HE , P C HE , P C S V TO 2ND FLR SWITCH TO 2ND FLR SWITCH TO 2ND FLR SWITCH TO 2ND FLR SWITCH GSDSSV WP S V S V 19 19 19 19 CM CM CM CM CMCM CM CM S V S V CLOSET#2 CLOSET#2 CLOSET#2 S S 240V 240V 24 0 V 24 0 V FCU FCU 1st FLR LINE 16 16 16 16 16 16 16 16 A. B. C. D. E. F. G. H. All luminaires installed in residential construction must qualify as “high efficacy luminaires.”All permanently installed luminaires w/ interchangeable lamps must contain lamps that comply w/ the req's of joint appendix 8 (ja8) and be appropriately marked to be considered “high efficacy luminaires.”Recessed down-light luminaires and enclosed luminaires are required to contain a ja8 compliant lamp that meets the elevated temperature requirement. Recessed down-light luminaires with screw based sockets are no longer permitted to be installed. Additionally, all luminaires that are installed with ja8-certified light sources are required to be controlled by either a dimmer or vacancy sensor. The builder must provide the new homeowner with a luminaire schedule (as required in title 24 california code of regulations, part 1, §10-103(b)) that includes a list of lamps installed in the luminaries so that the homeowner knows what light sources they are entitled to when they take possession of the new home. The number of blank electrical boxes (j-box) installed more than five feet above the finished floor shall not be greater than the number of bedrooms. These electrical boxes shall be served by a dimmer, a vacancy sensor, or fan speed control. Manual-on/automatic-off occupant sensors motion sensors, photo-control astronomical time clock controls and dimmers installed to comply with §150.0(k) must have been certified to the energy commission by their manufacturer, pursuant to the provisions of the title 20 appliance efficiency regulations (title 20 california code of regulations, §1606), as required by §110.9.The energy standards require vacancy sensors to control at least one luminaire in the following room types: bathrooms, utility rooms, laundry rooms, and garages.All outdoor lighting attached to the residence or to other buildings on the same lot must be high efficacy, and must be controlled by a manual on and off switch and one of the following automatic control types: photo-control and motion sensor, photo-control and automatic time switch control, astronomical time clock control that automatically turns the outdoor lighting off during daylight hours, or emcs that provides the functionality of an astronomical time clock, does not have an override or bypass switch that allows the luminaire to be always on, and is programmed to automatically turn the outdoor lighting off during daylight hours. Recessed downlight luminaires in ceilings. Luminaires recessed into ceilings shall meet all of the following requirements: • • • • •• B listed, as defined in section 100.1, for zero clearance insulation contact (ic) by underwriters laboratories or other nationally recognized testing/rating laboratory; and Have a label that certifies the luminaire is airtight with air leakage less than 2.0 cfm at 75 pascals when tested in accordance with ASTM E283. An exhaust fan housing shall not be required to be certified airtight; andBe sealed with a gasket or caulk between the luminaire housing and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with agasket or caulk; andFor luminaires with hardwired ballasts or drivers, allow ballast or driver maintenance and replacement to be readily accessible to building occupants from below the ceiling without requiring the cutting of holes in the ceiling; andShall not contain screw base sockets; andShall contain light sources that comply with references joint appendix ja8, including the elevated temperature requirements, and that are marked “ja8-2016-e” as specified in reference joint appendix ja8. PLUMBING NOTES: A. B. C. D. E. F. G.H. I. J. K. Any fixed appliance such as disposal, dishwasher, clothes washer, dryer, built-in heaters, or any other fixed appliance with 1/4 h.P. Motor or larger, shall be on a separate #12 awg wire branch circuit. Each dwelling unit shall have installed therein an individual disposal circuit supplied with a minimum #12 awg wire and a 15 amp indicating-type switchOutdoor outlets with W.P. & GFI to be provided at rear entrance to each unitAttic installed fau units shall have disconnect within sight or lock on device on panel. Provide light, switch and 120-v oulet at access.Smoke and carbon monoxide detectors provided for each unit, including attached garageLight and panels shall not be recessed in fire rated assemblies unless boxed with equiv. construction.All electrical appurtenances shall be 18" min. Above finish floor of parking garageW.P. Cover of outlets to comply with Sect. 406.8 (b)(1) CECAll lights and switch required by CECHeat pump space heater ready: If a natural gas or propane furnace is installed, install dedicated 240-volt, 30-amp branch circuit wiring within 3 ft from the furnace and accessible to the furnace with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future furnace installation.Electric cooktop ready: if a gas or propane cooktop serves individual dwelling units, install dedicated 240-volt, 50 amp branch circuit wiring within 3 ft from the cooktop and accessible to the cooktop with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future cooktop installation.Electric clothes dryer ready: If a clothes dryer location has gas or propane plumbing, install dedicated 240-voll, 30 amp branch circuit wiring within 3 ft from the clothes dryer and accessible to the clothes dryer with no obstructions. Reserve space on the main electrical service panel to allow for the installation of a double pole circuit breaker for future clothes dryer installation. A. B. C. D. E.F. Maximum water velocity in pipes shall be 8 FPS for cold water and 5 FPS for hot water as pipe sizing criteriaUpper terminal cleanouts are required for all horizontal drainage piping servicing sinks and urinals Stand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trapTrap for clothes washer standpipe receptor shall be installed below the floor, but shall be roughed in not less than 6" and no more than 18" above the floor Gas piping shall be kept a min 6" above grade or structureStand pipe receptor for clothes washer shall not extend more than 30" or less than 18" above its trap A.C.A/C CONDENSER UNIT: Provide equipment platform for AC Unit at roof deck TELEVISION ANTENNA with cable ready TELEPHONE OUTLET FUEL GAS VALVE HOSE BIB, protected by an anti-siphon device EXHAUST DUCT: 4" diameter exhaust for dryer. 6" diameter exhaust for kitchen. Limited to 14' and 2 elbows. Reduce 2' for every elbow in excess of 2. (100 CFM min) PUSH BUTTON FOR DOOR CHIMES 200 AMP. MIN ELECTRICAL PANEL INDOOR AIR QUALITY FAN, Specs per energy report TANKLESS WATER HEATER, SEE KEYNOTE #1TWH RECESSED LIGHT, HIGH EFFICACY SURFACE MOUNTED CEILING LIGHT, HIGH EFFICACY BRACKET MOUNTED WALL LIGHT, HIGH EFFICACY .FLOOR DUPLEX OUTLET w/ ARC-FAULT INTERRUPTER SWITCHES (Mounted 36"- 48" ABOVE F.F.) Standard Switchw/ 3 Way Switch w/ Dimmer Switchw/ 3 Way Dimmer SwitchWaterproofw/ Vacancy Sensor w/ 3 Way Vacancy Sensor OUTLETS (mounted 12" - 48" AFF) All Outlets are ARC FAULT in Interrupter AFCI (Except GFI), Convenence outlets mounted 12" Abv. Floor , Kitchen/Bath outlets mounted 9" abv. counter UTILITY PLAN KEYNOTES TANKLESS HEATER (SEE T24 REPORT FOR SPECIFICATIONS) PROVIDE P&T VALVE AND DRAIN TO OUTSIDE. OR 3" DIA. X 48" BARRIER POST COMBUSTION AIR VENT, 6" X 14" WITH A 6" MAX HT ABOVE FINISH FLOOR 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6] VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM, WITH HUMIDSTAT OR CONTINUOUS AIR (KITCHEN ≥ 25CFM) [CECE 150(o)] FIREPLACE, NOT USED INDOOR AIR QUALITY FAN / CONTROL (SEE T-24 REPORT FOR MIN. CFM). DRYER COMPARTMENT SHALL BE PROVIDED WITH A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS. ATTIC ACCESS (30"x30"), PROVIDE MIN 30"HT HEADROOM CLEARANCE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2. DRYER VENT TO BE SMOOTH WALL METAL WITHOUT SCREW CONNECTIONS (CMC504.3.1.1), LOCAL EXHAUST VENTILATION ABOVE COOKING APPLIANCES SHALL HAVE A MAX RATING OF 3 SONES @ 100 CFM. (CMC 504.2 & ASHRAE 62.2 TYP.) FURNACE AT ATTIC (SEE T-24 REPORT FOR SPECIFICATIONS) DUCTS PENETRATING WALL OR CEILING, PENETRATIONS BETWEEN GARAGE AND DWELLING UNIT SHALL BE CONSTRUCTED OF 26 GAGE MINIMUM SHEET METAL AND SHALL HAVE NO OPENING INTO THE GARAGE LISTED RACEWAY, MIN. 1" (INSIDE DIAMETER) TO ACCOMODATE 208/240 VOLT BRANCH CIRCUIT). ONE FOR EACH EV PARKING SPACE PENTRATIONS OF ELECTICAL OUTLET BOXES IN COMMON WALLS BETWEEN DWELLING UNITS, SHALL BE PROTECTED (CRC R302.4) DAMPER REQUIRE FOR PENTATION OF ONE-HOUR FIRE RATED SEAPARATION WALL PROTECTION FROM AUTO IMPACT FOR ALL GAS APPLIANCES AND METERS. GAS METER AND APPLIANCES IN GARAGE, ADJACENET SPACES OPENING INTO THE GARAGE OR OTHER LOCATIONS SHALL BE PROTECTED FROM VEHICLE DAMAGE GARAGE FLOORS SHALL BE OF NONCOMBUSTIBLE MATERIAL. THE AREA OF THE FLOOR USED FOR PARKING OF VEHICLES SHALL BE SLOPED TO DRAIN TOWARD THE MAIN VEHICLE ENTRY DOOR 1 4 9 10 11 16 18 19 PROVIDED AT 3RD FLOOR 21 23 24 SEE 3RD FLOOR PLAN FOR LOCATION 26 27 28 29 UTILITY PLAN LEGEND HARD WIRE SMOKE DETECTOR w/ battery backup & low battery signal, sd shall sound an alarm in all sleeping areas of the dwelling unit which they are located CARBON MONOXIDE SHOWER ENCLOSURE / TUB/SHOWER COMBO w/ drain as shown - wall covering shall be cement plaster, tile or approved equal, 70" above the drain at the shower or tub/shower combo, provide shatter-resistant materials for tub/shower enclosure, Shower glass enclosure doors and panels must be labeled category ii, swing the door outward, net area of receptor shall not be less than shatter-resistant materials for tub/shower enclosure. see Floorplan keynote #13 WASHER / DRYER, (min 100 CFM) vent to outside REFRIGERATOR, provide a 30"/36" wd 72" ht refrigerator space with water line COOKTOP w/ 30" clearance with proper ventilation to outside air (100 CFM min.) 24" WIDE DISHWASHER WATER CLOSET (1.2 GPF MAX) 24" clear in front and 30" min wide compartment ATTIC FURNACE AND PASSAGEWAY- 30"X30" attic access. 24" wide of solid continuous flooring from scuttle to equipment and its control. 20' max of passageway W/D REF DW • • QUIET EXHAUST FAN w/ min. 5 air exchanges per hourFan shall be energy compliant and be conducted to terminate to the outside of the buildingFans, not functioning as component of a whole house ventilation, must be controlled by a humidity control CM SD WALL-MOUNTED LAVATORY STAINLESS STEEL, UNDER MOUNT KITCHEN SINK LAVATORY W/ BASE CABINET LOAD CALCULATIONS FAMILY DWELLING GUIDELINES G HB DR HE RECESSED LIGHT AT SHOWER (VAPOR PROOF, HE) WP w/ ARC-fault circuit interrupterw/ waterproof outlet/ GFI w/ ground fault circuit-interrupter w/ dual function AFCI / GFI protectedw/ 220-volt outlet AR C WP GF I A/G 22 0 V S S3 SD S3D SWP SV S3V LIGHTING NOTES: RECESSED LUMINAIRES ELECTRICAL NOTES: • • • ••• • • Pin-based linear or compact fluorescent lamps with electronic ballastsPulse-start metal halide lamps High pressure sodium lamps Gu-24 sockets rated for led lampsGu-24 socket rated for compact fluorescent lampsLuminaires using led light sources which have been certified to the commission as high efficacy in accordance with reference joint appendix ja8Luminaire housings rated by manufacturer for use w/ only led light enginesInduction lamps HIGH EFFICACY LIGHT SOURCES • • • • Raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). Raceway shall originate at the main service or subpanel and terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an ev charger.Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces.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. Service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future ev charging as “ev capable”. The raceway termination location shall be permanently and visibly marked as “ev capable” ELECTRIC VEHICLE NOTES Install a listed raceway to accommodate a dedicated 208/240-volt branch circuit for each dwelling unit. • • • • For new construction, provide Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)): At least one of the following shall be provided:ESS-ready interconnection equipment with a minimum backed up capacity of 60 amps and a minimum of four ESS-supplied branch circuits.Four or more branch circuits from a single panelboard suitable to be supplied by the ESS: at least one circuit must supply the refrigerator, lighting circuit near the primary egress, and a sleeping room receptacle outlet. A main panel board with a minimum busbar rating of 225 amps.Sufficient space reserved to allow future installation of system isolation equipment or a transfer switch within 3 ft of the main panelboard. ENERGY STORAGE SYSTEM2022 TITLE 24 REFERENCE: TABLE 150.0A-C A. B. C. A sound rating of one sone or less at the required ventilation flow rate is required for each ceiling mounted whole building ventilation fanThe exhaust fan control used for whole-building continuous operation is required to maintain minimum levels of outside air ventilation required for good health, the fan control should be on at all times when the building is occupied, unless there is a severe outdoor air contaminationProvide minimum exhaust rate per Table 150.0-G VENTILATION NOTES Table 150.0-G Kitchen Range Hood Airflow Rates (cfm) and ASTM E3087 Capture Efficiency (CE) Ratings According to Dwelling Unit Floor Area and Kitchen Range Fuel Type (2022 TITLE 24) 1/4" = 1'-0" 3RD FLOOR UTILITY PLAN 03 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A303 Checker 3RD FLOOR UTILITYPLAN 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - TRUE 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " 1 35 810106 13 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 4'- 6 " 8'- 6 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 0 " 8" 33 ' - 0 " 1 3 23148 11 6 5 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " 1 54 3 6 2 11 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " 1 13 5 3 4 6 BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A401 Checker ELEVATIONS - BLDG 1 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 1/4" = 1'-0" REAR (WEST) ELEVATION - BLDG 1 1 1/4" = 1'-0" FRONT (EAST) ELEVATION - BLDG 1 2 1/4" = 1'-0" SIDE (NORTH) ELEVATION - BLDG 1 3 1/4" = 1'-0" SIDE (SOUTH) ELEVATION - BLDG 1 4 EXTERIOR FINISH SCHEDULE 1. • •2. ••3.•4. • •5. ••6. • •• ROOF COMPOSITE SLATE ROOFING SINGLE WIDTH SLATE COLOR: EUROPEANSTONE VENEER RIDGETOP18 COLLECTIONCOLOR: GRANITE SPIREEXTERIOR WINDOWS (MILGARD) - TRINSIC COLLECTION, COLOR: BLACKCEMENT PLASTER (MERLEX STUCCO) - FINISH: SAND STUCCO FINISH COLOR: P-505 AGATEFASCIA BOARD (MILLWORK BY LUMBER YARD) - WOOD / PAINTEDCOLOR: SWAN WHITE (DUNN EDWARDS)SIDING (JAMES HARDIE) - SMOOTH LAP SIDING, 4" EXPOSURE JAMES HARDIE COLLECTIONPAINTED, SWAN WHITE (DUNN EDWARDS) 7. •8. • 9.• 10. ••11. • •12. •13.•14.• EXTERIOR PAINT (DUNN EDWARDS) - COLOR: SWAN WHITE (DUNN EDWARDS)EXTERIOR LIGHTING - DIE CAST ALUMINUM (BLACK) W/ FROSTED GLASSDOWNSPOUT / GUTTER (IRONWORK BY OTHERS) - COLOR COATED ALUMINUM, COLOR: BLACKGARAGE DOOR (AMARR GARAGE DOOR) - LINCOLN COLLECTIONCOLOR WHITEWOODWORK / WD. TRIM (MILLWORK BY LUMBER YARD) - WOOD / PAINTED COLOR: SWAN WHITE (DUNN EDWARDS)METAL AWNING ALUMINIMUM, COLOR: BLACK METALLICDECORATIVE GABLE VENT ALUMINIMUM, COLOR: WHITEBALCONY RAILINGBLACK WROUGHT IRON TUBE WITH CABLE RAILING NOTE: ALL WINDOWS SHALL BE RECESSED A MINIMUM OF 2" FROM BUILDING WALL 1st F.F. / AVG. EX. GRADE T.O.P.1 2nd F.F. T.O.P.2 3rd F.F. T.O.P.3 BLDG PAD TOP OF ROOF FRAMING 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 3'- 6 " 33 ' - 0 " GARDEN TRELLIS AT COMMON OPEN SPACE GARDEN BENCH AT COMMON OPEN SPACE 1 3 4 5 6 1111 8 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 4'- 6 " 8'- 6 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 0 " 8" 33 ' - 0 " 1 13 54 3 6 10 8 1st F.F. / AVG. EX. GRADE T.O.P.1 2nd F.F. T.O.P.2 3rd F.F. T.O.P.3 BLDG PAD TOP OF ROOF FRAMING 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 4'-6" 33 ' - 0 " 2" 1 54 613 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " 8'- 0 " 1 3 4 5 6 8 BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated A402 Checker ELEVATIONS - BLDG 2 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 1/4" = 1'-0" REAR (WEST) ELEVATION - BLDG 2 1 1/4" = 1'-0" FRONT (EAST) ELEVATION - BLDG 2 2 1/4" = 1'-0" SIDE (NORTH) ELEVATION - BLDG 2 3 1/4" = 1'-0" SIDE (SOUTH) ELEVATION - BLDG 2 4 EXTERIOR FINISH SCHEDULE 1.• •2. ••3.•4. • •5. ••6.• •• ROOF COMPOSITE SLATE ROOFINGSINGLE WIDTH SLATE COLOR: EUROPEANSTONE VENEER RIDGETOP18 COLLECTIONCOLOR: GRANITE SPIREEXTERIOR WINDOWS (MILGARD) - TRINSIC COLLECTION, COLOR: BLACKCEMENT PLASTER (MERLEX STUCCO) - FINISH: SAND STUCCO FINISH COLOR: P-505 AGATEFASCIA BOARD (MILLWORK BY LUMBER YARD) - WOOD / PAINTEDCOLOR: SWAN WHITE (DUNN EDWARDS)SIDING (JAMES HARDIE) - SMOOTH LAP SIDING, 4" EXPOSURE JAMES HARDIE COLLECTIONPAINTED, SWAN WHITE (DUNN EDWARDS) 7. •8. • 9.• 10. • •11. • •12. •13. •14.• EXTERIOR PAINT (DUNN EDWARDS) - COLOR: SWAN WHITE (DUNN EDWARDS)EXTERIOR LIGHTING - DIE CAST ALUMINUM (BLACK) W/ FROSTED GLASSDOWNSPOUT / GUTTER (IRONWORK BY OTHERS) - COLOR COATED ALUMINUM, COLOR: BLACKGARAGE DOOR (AMARR GARAGE DOOR) - LINCOLN COLLECTION COLOR WHITEWOODWORK / WD. TRIM (MILLWORK BY LUMBER YARD) - WOOD / PAINTED COLOR: SWAN WHITE (DUNN EDWARDS)METAL AWNING ALUMINIMUM, COLOR: BLACK METALLICDECORATIVE GABLE VENT ALUMINIMUM, COLOR: WHITEBALCONY RAILINGBLACK WROUGHT IRON TUBE WITH CABLE RAILING NOTE: ALL WINDOWS SHALL BE RECESSED A MINIMUM OF 2" FROM BUILDING WALL BL D G 1 BL D G 2 LA C A D E N A A V E N BUILDING LEGEND N.T.S. UNIT A UNIT B UNIT C UNIT D CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1" = 40'-0" A403 Checker 3D ISOMETRIC VIEWS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - BLDG 1 - ISOMETRIC VIEW 1 01 BLDG 1 - ISOMETRIC VIEW 2 2 BLDG 2 - ISOMETRIC VIEW 1 3 BLDG 2 - ISOMETRIC VIEW 2 4 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO A501 Checker SCHEDULES 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - Mark BUILDING UNIT ABBR.DOOR TYPE WIDTH HEIGHT U-VALUE SHGC.T.G. BLDG 1 303 BLDG 1 UNIT B DBL DOUBLE PANEL 4' - 0"7' - 0" 304 BLDG 1 UNIT A DBL DOUBLE PANEL 4' - 0"7' - 0" 107 BLDG 1 UNIT A ENTRY ENTRY DOOR 2' - 10"7' - 0" 108 BLDG 1 UNIT B ENTRY ENTRY DOOR 2' - 10"7' - 0" 103 BLDG 1 UNIT B GARAGE DR GARAGE DR 16' - 0"7' - 0" 104 BLDG 1 UNIT A GARAGE DR GARAGE DR 16' - 0"7' - 0" 111 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 8"7' - 0" 112 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 8"7' - 0" 205 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 6"7' - 0" 206 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 6"7' - 0" 207 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 8"7' - 0" 208 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 8"7' - 0" 314 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 8"7' - 0" 316 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 8"7' - 0" 317 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 6"7' - 0" 319 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 6"7' - 0" 320 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 8"7' - 0" 318 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 8"7' - 0" 311 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 6"7' - 0" 309 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 6"7' - 0" C01 BLDG 1 UNIT A SGL.SINGLE PANEL 2' - 6"7' - 0" C02 BLDG 1 UNIT B SGL.SINGLE PANEL 2' - 6"7' - 0" 210 BLDG 1 UNIT A SL SLIDING DOORS 5' - 4"7' - 0" 212 BLDG 1 UNIT B SL SLIDING DOORS 5' - 4"7' - 0" 213 BLDG 1 UNIT A SL SLIDING PATIO DOOR (3 PANELS)9' - 0"8' - 0"0.3 0.23 TG 214 BLDG 1 UNIT B SL SLIDING PATIO DOOR (3 PANELS)9' - 0"8' - 0"0.3 0.23 TG BLDG 2 301 BLDG 2 UNIT D DBL DOUBLE PANEL 4' - 0"7' - 0" 302 BLDG 2 UNIT C DBL DOUBLE PANEL 4' - 0"7' - 0" 105 BLDG 2 UNIT C ENTRY ENTRY DOOR 2' - 10"7' - 0" 106 BLDG 2 UNIT D ENTRY ENTRY DOOR 2' - 10"7' - 0" 101 BLDG 2 UNIT D GARAGE DR GARAGE DR 16' - 0"7' - 0" 102 BLDG 2 UNIT C GARAGE DR GARAGE DR 16' - 0"7' - 0" 109 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 8"7' - 0" 110 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 8"7' - 0" 202 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 6"7' - 0" 203 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 8"7' - 0" 201 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 6"7' - 0" 204 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 8"7' - 0" 305 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 8"7' - 0" 306 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 6"7' - 0" 315 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 6"7' - 0" 307 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 6"7' - 0" 308 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 6"7' - 0" 310 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 8"7' - 0" 312 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 8"7' - 0" 313 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 8"7' - 0" C03 BLDG 2 UNIT C SGL.SINGLE PANEL 2' - 6"7' - 0" C04 BLDG 2 UNIT D SGL.SINGLE PANEL 2' - 6"7' - 0" 208 BLDG 2 UNIT C SL SLIDING DOORS 5' - 4"7' - 0" 209 BLDG 2 UNIT D SL SLIDING DOORS 5' - 4"7' - 0" 50 MARK BUILDING UNIT ABBR.WINDOW TYPE WIDTH HEIGHT SILL HEIGHT HEAD HEIGHT UFACTOR SHGC TG ,E,F BLDG 1 12 BLDG 1 UNIT B AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 13 BLDG 1 UNIT B AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 14 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 15 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 16 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 TG 17 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 TG 18 BLDG 1 UNIT B AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 TG 19 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 20 BLDG 1 UNIT B AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 21 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 22 BLDG 1 UNIT A AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 29 BLDG 1 UNIT B CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 30 BLDG 1 UNIT A CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 31 BLDG 1 UNIT B CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 E 35 BLDG 1 UNIT B CS CASEMENT 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 36 BLDG 1 UNIT B CS CASEMENT 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 TG 32 BLDG 1 UNIT A CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 E 33 BLDG 1 UNIT A CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 E 34 BLDG 1 UNIT B CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 37 BLDG 1 UNIT B FX FIXED 2' - 6"5' - 0"3' - 6"8' - 6"0.3 0.23 TG 38 BLDG 1 UNIT A FX FIXED 2' - 6"5' - 0"3' - 6"8' - 6"0.3 0.23 TG 41 BLDG 1 UNIT A FX FIXED 2' - 6"2' - 6"2' - 6"5' - 0"0.3 0.23 TG 42 BLDG 1 UNIT B FX FIXED 2' - 6"2' - 6"2' - 6"5' - 0"0.3 0.23 TG 45 BLDG 1 UNIT B (M) 3XSH MULLED 3X SH 9' - 0"5' - 0"2' - 0"7' - 0"0.3 0.23 OBSC 46 BLDG 1 UNIT A (M) 3XSH MULLED 3X SH 9' - 0"5' - 0"2' - 0"7' - 0"0.3 0.23 OBSC 54 BLDG 1 UNIT A SL SLIDING 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 55 BLDG 1 UNIT B SL SLIDING 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 56 BLDG 1 UNIT A SL SLIDING1 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 E 57 BLDG 1 UNIT B SL SLIDING1 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 E BLDG 2 01 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 02 BLDG 2 UNIT C AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 03 BLDG 2 UNIT C AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 04 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"6' - 0"8' - 0"0.3 0.23 05 BLDG 2 UNIT C AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 06 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 TG 07 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 08 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 TG 09 BLDG 2 UNIT C AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 TG 10 BLDG 2 UNIT D AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 11 BLDG 2 UNIT C AW AWNING 2' - 0"2' - 0"5' - 6"7' - 6"0.3 0.23 23 BLDG 2 UNIT C CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 24 BLDG 2 UNIT D CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 25 BLDG 2 UNIT C CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 E 26 BLDG 2 UNIT C CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG, E 27 BLDG 2 UNIT D CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 TG,E 28 BLDG 2 UNIT D CS CASEMENT 2' - 6"4' - 0"3' - 6"7' - 6"0.3 0.23 E 39 BLDG 2 UNIT D FX FIXED 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 TG 40 BLDG 2 UNIT C FX FIXED 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 TG 43 BLDG 2 UNIT D (M)3XCS O/FX MULLED 3X CS O/ FX 9' - 0"5' - 6"2' - 6"8' - 0"0.3 0.23 TG 44 BLDG 2 UNIT C (M)3XCS O/FX MULLED 3X CS O/ FX 9' - 0"5' - 6"2' - 6"8' - 0"0.3 0.23 TG 47 BLDG 2 UNIT D SH SINGLE HUNG 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 48 BLDG 2 UNIT C SH SINGLE HUNG 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 49 BLDG 2 UNIT C SH SINGLE HUNG 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 50 BLDG 2 UNIT C SH SINGLE HUNG 2' - 6"4' - 6"3' - 6"8' - 0"0.3 0.23 51 BLDG 2 UNIT D SL SLIDING 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 52 BLDG 2 UNIT C SL SLIDING 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 E 53 BLDG 2 UNIT D SL SLIDING 5' - 0"4' - 6"3' - 6"8' - 0"0.3 0.23 E AW AWNING BD BARN DOOR CLST CLOSET CS CASEMENT DBL DOUBLE FD FRENCH DOOR OBSC OBSCURED PD POCKET DOOR SC SOLID CORE SH SINGLE HUNG SK SKYLIGHT SL SLIDER TG TEMPERED GLASS TRPL TRIPLE WINDOW SCHEDULE ABBREVIATIONS WINDOW NOTES: • • • MILGARD TRINSIC VINYL WINDOW, COLOR: BLACK ALL WINDOWS AND GLASS DOOR WILL HAVE U-VALUE AND SHGC PER TITLE 24 ALL WINDOWS SHALL BE RECESSED A MINIMUM OF 2" FROM BUILDING WALL DOOR SCHEDULE 1. 2. 3. • • • • • 4. A RADIANT BARRIER HAVING A TRANSMISSION RATE NOT EXCEEDING 1 PERM IN ACCORDANCE WITH ASTM E 96 SHALL BE INSTALLED ON THE WARM SIDE OF THE ATTIC INSULATION AT THE ROOF OF 1ST AND 2ND FLOOR.PROVIDE MIN 1" GAP BETW. INSULATION AND BOTTOM OF ROOF SHEATHINGPROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT: AT ALL GARAGE SIDE WALL SEPARATING HABITABLE SPACE AT ENTIRE GARAGE CEILING USABLE SPACE UNDER STAIRWAY AT WALLS AND CEILING ON ALL WALLS AND CEILING AT WASHER/DRYER,WATER HEATER AND MECHANICAL UNIT (FCU)ON ALL WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE DWELLING. AT ALL WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION PROVIDE INSULATION TO ALL EXTERIOR WALLS, FLOORS ABOVE GARAGE AND CEILING SEPARATING THE ATTIC AND ROOF RAFTER, SEE ENERGY REPORT SECTION KEYNOTES 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 4 A602 3 A602 4'- 6 " 8'- 6 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 0 " 8" 33 ' - 0 " 8'- 3 1 / 2 " AD-47 TYP AD-44 TYP 3 AD-4 TYP 2 AD-4 TYP AD-11 UNIT B UNIT A M. BEDROOMM. BEDROOM CLOSET#1CLOSET#1 R-30 R-19 R-19 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 4 A602 3 A602 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " AD-44 TYP AD-48 TYP 2 AD-4 TYP UNIT C UNIT D BEDROOM#1LIVING / DINING 2-CAR GARAGE2-CAR GARAGE 3 AD-4 TYP LIVING / DININGBEDROOM#1 M. BEDROOMM. BEDROOM R-30 R-19 R-19 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A601 Checker SECTIONS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 1/4" = 1'-0" Section 1 1 1/4" = 1'-0" Section 2 2 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 2 A601 1 A601 8" 8'- 0 " 1'- 2 " 9'- 0 " 1'- 2 " 8'- 6 " 4'- 6 " 33 ' - 0 " AD-11 2 AD-4 TYP 2 AD-4 TYP UNIT B UNIT D M. BEDROOM BEDROOM#2 BEDROOM#2 M. BEDROOM LIVING / DINING KITCHEN LIVING / DININGKITCHEN R-30 R-19 R-19 R-30 1st F.F. / AVG. EX. GRADE1st F.F. / AVG. EX. GRADE T.O.P.1T.O.P.1 2nd F.F.2nd F.F. T.O.P.2T.O.P.2 3rd F.F.3rd F.F. T.O.P.3T.O.P.3 BLDG PADBLDG PAD TOP OF ROOF FRAMINGTOP OF ROOF FRAMING 2 A601 1 A601 2'- 2 1 / 2 " 7'- 1 " 8'- 8 "8'- 0 " 7'- 1 " 7'- 1 1 1 / 2 " 2'- 2 1 / 2 " 1'- 2 " 8'- 6 " 4'- 6 " 8" 8'- 0 " 1'- 2 " 9'- 0 " 33 ' - 0 " M. BATH M. BATH CLOSET#2 R-30R-30 R-19 R-19 1. 2. 3. • • • • • 4. A RADIANT BARRIER HAVING A TRANSMISSION RATE NOT EXCEEDING 1 PERM IN ACCORDANCE WITH ASTM E 96 SHALL BE INSTALLED ON THE WARM SIDE OF THE ATTIC INSULATION AT THE ROOF OF 1ST AND 2ND FLOOR. PROVIDE MIN 1" GAP BETW. INSULATION AND BOTTOM OF ROOF SHEATHINGPROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT: AT ALL GARAGE SIDE WALL SEPARATING HABITABLE SPACE AT ENTIRE GARAGE CEILING USABLE SPACE UNDER STAIRWAYAT WALLS AND CEILING ON ALL WALLS AND CEILING AT WASHER/DRYER,WATER HEATER AND MECHANICAL UNIT (FCU)ON ALL WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE DWELLING. AT ALL WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION PROVIDE INSULATION TO ALL EXTERIOR WALLS, FLOORS ABOVE GARAGE AND CEILING SEPARATING THE ATTIC AND ROOF RAFTER, SEE ENERGY REPORT SECTION KEYNOTES CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO 1/4" = 1'-0" A602 Checker SECTIONS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - 1/4" = 1'-0" Section 3 3 1/4" = 1'-0" Section 4 4 ONTO TILE 4" MIN. ROOF SHEATHING 26 GA. G.I. FLASHING 2 LAYERS 60 MINUTE GRADE 'D' PAPER UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) 26 GA. G.I. CORROSION- RESISTANT WEEP SCREED ROOF TILE SUPPORT NOG 1 2 3 4 6 7 1 2 3 6 4 UNDERLAYMENT CARRIED UP FACE OF FRAMING BEHIND UPSTAND FLASHING 5 5 7 8 9 8 MIN. 7/8" 3-COAT STUCCO O/ WIRE MESH 9 12" MIN. PROVIDE NAILING, BATTENS AND WIND CLIPS PER MFR.INSTALLATION RECOMMENDATIONS SECURE VALLEY FLASHING AT MAX.24" O.C. W/ CLIPS FABRICATED OFSIMILAR OR COMPATIBLE MATERIAL.DO NOT NAIL FELT, BATTENS OR TILE THROUGH VALLEY FLASHING. WEAVED UNDERLAYMENT(30 lb. A.S.T.M. FELT MIN.) 30 lb. SWEAT SHEET UNDERFLASHING (MIN. 36" WIDE) FLAT CONCRETE TILE 26 GA. G.I. VALLEY FLASHING ROOF SHEATHING 1 2 3 4 5 6 5 3 1246 26 GA. G.I. DRIP CONC. ROOF TILE UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) 2X RAFTERS ROOF SHEATHING 2X FASCIA BOARD(SEE ELEVATION) 2X FRAMING 1/ 2 " SEE ROOF PLAN PROVIDE NAILING,BATTENS AND WINDCLIPS PER MFR.INSTALLATIONRECOMMENDATIONS. REFER TO STRUCT. DWGS. FOR SHEAR REQUIREMENTS 60 MINUTE GRADE 'D' PAPER - 2 LAYERS 5/8" TYPE X GYP BD AT UNDERSIDE WHERE FIRE RATING CONSTRUCTION OCCURS MIN. 7/8" 3-COAT STUCCO O/ WIRE MESH 1 2 3 4 5 6 7 8 9 10 3 7 8 CEMENT PLASTER PER ELEVATIONSCHEDULE, SEE MFR. INSTALLATION11 5/8" TYPE X GYP BD AT UNDERSIDEWHERE FIRE RATING CONSTRUCTION OCCURS 10 13 11 4 12 9 6 5 2 13 APPLY CONT. BEADOF ROOF MASTICO/ NOSE ENDS OFEACH RIDGE TILE. PROVIDE NAILING, BATTENSAND WIND CLIPS PER MFR.INSTALLATIONRECOMMENDATIONSUNDERLAYMENT (MIN. 30 lb. ROOF SHEATHING & UNDER 2X NAILER)A.S.T.M. FELT-CARRIED OVER ROOF TILE OVER ADDITIONAL LAYER OF #30 B 2PLY SHINGLE FASHION PER STRUCTURAL AND ROOF PLAN 1 2 1 2 2X BLOCKING UNDERLAYMENT (30 lb.A.S.T.M. FELT MIN.) 2 X ROOF RAFTERS(SEE FRAMING PLAN) PLYWOOD ROOFSHEATHING AT FIELD ROOF TILE PROVIDE NAILING,BATTENS AND WINDCLIPS PER MFR.INSTALLATIONRECOMMENDATIONS. REFER TO STRUCT.DWGS. FOR SHEARREQUIREMENTS. 1/2" THK. GYPSUM BD. OR EQUAL (SEE STRU. FOR INFO.) PROVIDE REGULAR 2X4 @ 16” O.C. STUDS FOR GYPBOARD FRAMING 1 2 3 4 5 6 7 1 2 4 3 5 6 2 7 2 LAYERS 60 MINUTE GRADE 'D' PAPER 2X WOOD TRIM PER ELEVATIONS FLOOR JOIST SOLID BACKING EXTERIOR FINISH PER ELEVATION 1 2 6 8 5 PROVIDE INSULATION: (R-19 ON EXTERIOR WALL, R-19 ON FLOOR JOIST, R-30 ON CEILING JOIST) 3 PROVIDE NAILING,BATTENS AND WIND CLIPS PER MFR.INSTALLATION RECOMMENDATIONS. REFER TO STRUCT.DWGS. FOR SHEAR REQUIREMENTS. MIN. 7/8" 3-COAT STUCCO O/ WIRE MESH 2 6 7 8 5 4 6X8 DECORATIVE WOOD CORBEL, SEE ELEVATION, EXTEND MIN 2" AFTER WD. TRIM 4 1 ~2" 3 • • •• • INSTALL SOLID BACKING TO EXTEND 2-INCHES BEYOND PLANTON AT FRAMING. (NOT REQUIRED AT WALLS WITH SHEATHING.) INSTALL BUILDING PAPER FLASHING BIB BEHIND PLANT-ON TO EXTEND 6-INCHES BEYOND IN ALL DIRECTIONS. INSTALL SELF ADHERED MEMBRANE BEHIND ALL WOOD TRIM.INSTALL PLANT-ON PER PLANS. (IF EXPOSED LAGS ARE TO BE USED, PRE-DRILL HOLES AND FILL WITH SEALANT PRIOR TO INSTALLATION OF LAGS.)INSTALL BUILDING PAPER LAPPED INTO BIB FLASHING. 12 " M I N . O'Hagin FLAT ROOF VENT1 2 3 4 5 6 7 CONCRETE ROOF TILE SHEATHING (PER STRUCTURAL) R.R. (PER STRUCTURAL) BATTEN INSULATION LINE C.J. & INSULATION 3761512 1 4" CONC. SLAB#4 @ 24" O.C. E.W. SEE STRUCT. DWGS. 2 2" SAND 4 6" MIN. COMPACTED GRAVEL 5 UNDISTURBED SOIL OR ENGINEERED FILL REFER TO CIVIL PLAN 3 6 MIL VAPOR BARRIER 1 2 3 4 5 REFER TO STRUCT. DWGS. FOR SHEAR REQUIREMENTS. 1 CONCRETE ROOF TILE 2 ROOF SHEATHING 3 4 5 ROOF TRUSS 6 CONTIONOUS SOLD FRAMING OR SOLID BLOCKING 7 INSULATION PER TITLE REPORT DROP BEAM SEE STRUCT. UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) 5 7 6 3 2 1 4 8 CEILING JOIST 8 UNDERLAYMENT (30LB A.S.T.M. FELT MIN) LINE OF FLAT VALLEY BELOW 2X AT 16" O.C. (AS REQ'D) SCUPPER AT EAVE (MIN 4"X4") ROOF SHEATHING CONTINUOUS BACKING 30LB SWEAT SHEET UNDER FLASHING (MIN. 36" WIDE) LINE OF SLOPING VALLEY BELOW (AT WALL) 26 GA. GI FLASHING (MIN SLOPE 2:12) CONT. SEALANT 1 2 3 4 5 6 7 8 9 10 7 9 5 5 6 1 10 8 6" L A P M I N . SECTION 'A-A' 'A''A' 2 4" 4" 1 12" MIN. MIN . S L O P E 2 : 1 2 6 3 12 " M I N . VARIES (SEE PLAN) PLAN VIEW VA R I E S ( S E E P L A N ) 2X STUD RETAINING ANGLE FIRE DAMPER DUCT 1/2"THK FILLER PEICES - 2-1/2" WIDE TO BE INSTALLED AROUND ENTIRE OPENING - SCREWED 12" O.C. TO WEB OF RUNNERS AND STUDS. DAMPER SLEEVE 1/2 GYP. BD. PER STRUCT DWG. NOTE: THE RETAINING ANGLES ON BOTH SIDE OF THE FIRE DAMPER MAY BE INVERTED IN ORDER TO ACCOMODATE A REGISTER OR GRILLE 1 2 3 4 5 6 7 1 2 3 4 5 6 7 ROOF LINE 2X FRAMING ROUND VENT THRU ROOF G.I. REVERSE TEE-WYE G.I. CLEANOUT BOXW/ ACCESS DOOR FLEXIBLE CONNECTIONFROM DRYER ROOF CAP W/ BACKDRAFT DAMPER ALL COMPONENTS ANDINSTALLATIONS SHALLCOMPLY WITHREQUIREMENTS OF U.M.C. 504.3. 1 2 3 4 5 6 7 1 2 3 4 5 6 7 ROOF RAFTER PIPE PENETRATION THROUGH ROOF 5/8" PLYWOOD SHEATHINGW/ H-CLIPS, CUT PLYWOODAROUND PIPE PENETRATION 2'- 0 " METAL FLASHING COLLAR OVER MEMBRANE FLASHING COLLAR, OVERLAP COLLAR ONTO LOWER LAYER OF ROOF TILE MEMBRANE FLASHING COLLAR, OVERLAP COLLAR ONTO LOWERLAYER OF ROOF MEMBRANE UPPER LAYER OF FULLY- ADHERED ROOF MEMBRANE, CUT MEMBRANE AROUND PIPE PENETRATION AND LAP OVER MEMBRANECOLLAR UPPER LAYER OF ROOF TILELOWER LAYER OF ROO TILES LOWER LAYER OF FULLY- ADHERED ROOF MEMBRANE CLOSED CELL FOAM BACKER ROD AND URETHANE SEALANT AT PIPE PERIMETER CLOSED CELL FOAM BACKER ROD AND URETHANE SEALANT AT PIPE PERIMETER(AIR BARRIER) 1/2" PLYWOOD • • •• • NOTE:PROVIDE 2-INCH SEPARATION TO COMBUSTIBLE FRAMING PROVIDE 12-INCH CLEARANCE FROM BOTTOM OF FLUE CAP TO TOP OF ROOFING FOR SLOPES >6:12 INSTALL PRIMARY SHEET METAL VENT FLASHING OVER ROOFING FELTINSTALL UNDERLAYMENT BIB TO LAP OVER PRIMARY FLASHING AND TUCK A MINIMUM OF 2-INCHES UNDER ROOF FELT ABOVE. INSTALL CONCRETE TILES PER PLAN INSTALL SECONDARY SHEET METAL FLASHING OVER ROOF TILE W/ MASTIC BETWEEN TILE AND EXPOSED SHEET METAL STUCCO 2 LAYERS 60 MINUTE GRADE 'D' PAPER EAVE RISER 26 GA. G.I. DRIP UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) ROOF SHEATHING DESIGNED SLATE ROOF SYSTEM 2X FASCIA(SEE ELEVATION) 2X FRAMING PRECAST EAVE 1 1 / 2 " SEE ROOF PLAN FOR DIMENSION PROVIDE NAILING,BATTENS AND WINDCLIPS PER MFR.INSTALLATIONRECOMMENDATIONS. REFER TO STRUCT.DWGS. FOR SHEARREQUIREMENTS. 1 2 3 4 5 6 7 8 9 10 11 12 3 45 6 7 8 9 10 11 EACH VENT BLOCKS BETW. RAFTER W/ 3 2" øHOLES, W/ CORROSIVE RESISTANT WIRE MESH PROVIDE 9.8 SI 3" O.C. SEE A-9 FOR CALC. FOR AMT TO APPLY 12 RAIN GUTTER12 13 SOFFIT VENT 13 RAIN GUTTER 2 LAYERS 60 MINUTE GRADE 'D' PAPER EAVE RISER 26 GA. G.I. DRIP UNDERLAYMENT (30 lb.A.S.T.M. FELT MIN.) ROOF SHEATHING DESIGNED SLATE ROOF SYSTEM 2X FASCIA PROVIDE MIN 1" GAP BETWEEN INSULATION AND ROOF SHEATHING 1/ 2 " SEE ROOF PLAN FOR DIMENSION PROVIDE NAILING, BATTENS AND WIND CLIPS PER MFR.INSTALLATION RECOMMENDATIONS. REFER TO STRUCT.DWGS. FOR SHEAR REQUIREMENTS. 2" X 36" METAL STRIP VENT, PER ROOF VENTILATION CALCULATIONSEE ROOF PLAN DECORATIVE EAVE BRACKET STUCCO PLASTERSEE ELEVATION FORINFORMATION 5 10 7 6 3 11 2 1 8 9 1 2 3 4 5 6 7 8 9 10 11 12 13 12 1 2 3 5 6 7 8 9 11 12 13 2X BLOCKING CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated AD-1 Checker ARCHITECTURALDETAILS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - N.T.S.5 ROOF TO WALL FLASHING. N.T.S.6 VALLEY FLASHING. N.T.S.2 RAKE. N.T.S.4 RIDGE CAP. N.T.S.8 DRAFT STOP DETAIL. N.T.S.11 DECORATIVE CORBEL. N.T.S.15 O'HAGIN DETAIL. N.T.S.14 CONC. SLAB (TYP.).N.T.S.9 DROP BEAM CONNECTION N.T.S.7 G.I. FLASHING/CRICKET ROOF TO WALL N.T.S.12 FIRE WALL PENETRAION DETAIL FOR VENT1 N.T.S.16 DIRECT VENT THRU ROOF N.T.S.17 VENT PENETRATION AT ROOF N.T.S.1 EAVE W PRECAST TRIM N.T.S.3 BRACKET AT EAVE REFER TO STRUCTURAL DWG FOR CALCULATION TO ALLOW FOR 200 LBS CONCENTRATED LOAD @ ANY POINT AND DIRECTION 1 1/8"THK PLYWD. THREAD 2X STUDS VERTICAL W.I. GUARDRAIL 2" SQ. TUBE @ 48" O.C.. W.I. RAILING CAP (1 1/4"~2" MAX) BALUSTER - MAX 4" O.C. - OPENING IN GUARDRAILS SHALL NOT PASS A 4" SPHERE 4 1/2" x 41/2" x 1/4" STL. PL. W/ (4) - 3/8"⌀ LAG SCREW x 8" LONG, SEE DETAIL 12/S121 1 2 3 4 5 6 1 2 3 4 5 6• • • NOTE:GUARDRAIL POSTS TO POSTS TO SUPPORTING STRUCTURE CAPABLE OF RESISITING A HORIZTONTAL LOAD OF 200 POUNDS APPLIED TO TOP RAIL OPEN SPACE BETWEEN RISER TREAD AND BOTTOM ELEMENT OF THE GUARDRAIL SHALL NOT ALLOW A 6 INCHES DIAMETER SPHERE TO PASS THROUGH CIRCULAR HANDRAIL OUTSIDE DIAMETER BETWEEN 1.25" AND 2" NON. CIRCULAR SHAPES SHALL HAVE A PERIMTER DIMENSION OF 4"~6.25" WITH A MAX. CROSS SECTION OF 2.25" 34 " ~ 3 8 " H A N D R A I L A B O V E N O S I N G 42 " G U A R D R A I L 41 / 2 " 1" TYP. 1" T Y P . 4 1/2" 4 MAX 4" 1 2 7 4 42 " M I N . 3/4" SQ. TUBE, LESS THAN 4"O.C. TYP. 7 MA X 4 " 8 DECK JOIST OR STAIRS STRINGER8 9 SOLID BLOCKING OR BM.9 REFER TO STRUCTURAL DETAIL 12 / S121 2X STUDS 2X DRYWALL BACKING 3/4" PLYWOOD TREAD 2X RISER LINE OF 2X4 (MIN) LEDGERBEHIND 2X CRIPPLE NAILED TO 2X STUD BELOW LEDGER LINE OF TREAD BEYOND 5/8" 1 2 3 4 5 6 7 1 2 4 7 6 3 5 1 TY P . 1/2 " PLYWD. SHEATHING 2 MIN. 7/8" 3-COAT STUCCO STUCCO W/ LATH 9" SAF, LAP OVER SILL SCREED FASTENER 24 GA GSM SILL SCREED W/ S.S. FASTENERS MIN . 1" 6" M I N . @ G R A D E 2" M I N . @ P A V I N G 4 7 5 SLOPE GRADE 2% MIN. 6 4 7 3 2 LAYERS OF GRADE 'D' BUILDING PAPER OVER SAF AND SCREED 6 5 2 1 3NOTE: WHERE REQ'D. 2" CLEARANCE EXPOSES FRAMING, INSTALL 6" STAINLESS STEEL WALL FLASHING AGAINST WALL BEHIND THE STUCCO BASE FLASHING. REMOVE SEALANT AND FILLER FROM GAP BETWEEN CONCRETE PAVING AND WALL TO ALLOW METAL FLASHING TO EXTENDMINIMUM 1" BELOW SURFACE OF PAVING. THIS WALL FLASHING SHOULD BE SET IN BUTYL SEALANT. SEAL JOINT BETWEEN NEW FLASHING AND PAVING CONCRETE AFTER FLASHING IS INSTALLED. AT OUTSIDE CORNERS, TURN FLASHING AROUND CORNER 6". 1" NOSING 10" MIN. (U.N.O.) 7 3 / 4 " M A X . PLYWOOD SUBFLOOR DOUBLE JOIST OR HEADER METAL HANGER 3/4" PLYWOOD TREADS & RISERS 2 1 4 3 6" MIN . 2X STRINGERS, MIN. 3(SEE STRUCT. DWGS.) MIN 5/8" THK GYP BD. FOR ENCLOSED SPACE UNDER STAIRCASE 1 2 3 4 5 6 5 6 3333333 6 1 2 3 4 5 FOR INTERIOR: 1- 1/2"ø OAK RAILFOR EXTERIOR: 1- 1/2"ø STEEL PIPE RAIL 2-#10 SCREWS W/ 1" PEN @ EA. BRACKET STEEL BRACKET @ 4' O.C. 3/8"ø LAGSCREW W/ 3" PEN (1/2"ø x 4" EXP. BOLT @ CONC./ MASONRY WALL) HANDRAILS SHALL BE CONTINUOUS THE FULL LENGTH OF STAIRS PER CBC 1003.3.3.6 AND SHALL BE CAPABLE OF WITHSTANDING A LOAD OF AT LEAST 200 LBS APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL PER CBC TABLE 16-B. 4X6 BLK'G SECTION ELEVATION SURFACE OF WALL 1-1/2" 1 2 1" 3 4 5 1-1/2" 4" 2" SURFACE OF WALL PLAN 12 " NOSING @ LAST LANDING 1-1/2"1 3 1 2 3 4 4 5 7 1 / 2 " M A X . 1" M I N . 1 2 3 4 5 1 2 3 4 4 5 DECK(WEATHERWEAR COMPOSITION & FINISH COATS) WEATHER STRIPPING THRESHOLD-PROVIDE BITUMINOUS COATING ON THRESHOLD FOR SEPARATION OF ALUMINUM & CONCRETE OR OTHER APPROVED MEASURE TO ISOLATE/PROTECT SEALANT CONCRETE SLAB 1/ 2 " THRESHOLD AT SWING-OUT DOOR THRESHOLD AT SWING-IN DOORAB THRESHOLD AT SLIDING DOORC 1 1" M I N . 5 4 4 6 6 REDWOOD SLEEPER, WHERE OCCURS 3 REFER TO DETAIL 20/AD-3 FOR ALL DOOR FLASHING REQUIREMENTS 1 2 3 2X STRINGERS, MIN. 3(SEE STRUCT. DWGS.) 3/4" PLYWOOD TREADS & RISERS 2X4 P.T.D.F. THRUST PLATE(SEE STRUCT. DWGS.) 10" MIN. (U.N.O.) 1" NOSING 7 3 / 4 M A X . 1" M I N . 6" M I N . 3 1 2 3 4 5 THRESHOLD AT SWING-IN DOOR DECK (WEATHERWEAR COMPOSITION & FINISH COATS) 2X STUDS VERTICAL W.I. GUARDRAIL 2" SQ. TUBE @ 48" O.C.. W.I. RAILING CAP (1 1/4"~2" MAX) BALUSTER - MAX 4" O.C. - OPENING IN GUARDRAILS SHALL NOT PASS A 4" SPHERE 4 1/2" x 41/2" x 1/4" STL. PL. W/ (4) - 3/8"⌀ LAG SCREW x 8" LONG, SEE DETAIL 12/S121 1 2 3 4 5 6 1 2 3 4 5 6 34 " ~ 3 8 " H A N D R A I L A B O V E N O S I N G 42 " G U A R D R A I L 8 FLOOR JOIST OR STAIRS STRINGER8 9 SOLID BLOCKING OR BM.9 MIN 1/ 2 " HORIZONTAL TRIM BOARD7 7 10 GSM FLASHING W/ HEMMED END SET IN SEALANT10 11 FASTENERS @ 6" O.C. TYP. 11 SEAT CUT STRINGERT AS REQUIRED 3/4" PLYWOOD TREADS & RISERS 1" NOSING 10" MIN. (U.N.O.) 1 2 3 1 2 6" MIN . 1" M I N . 2X STRINGERS, MIN. 3 (SEE STRUCT. DWGS.) 7 3 / 4 " M A X . 1 2X STRINGERS, MIN. 3 (SEE STRUCT. DWGS.) 3 4 5 6 LANDING 3/4" PLAYWOOD LANDING JOIST OR FLOOR FRAMING BEAM PER PLAN (4X8 MIN) OR 2X RIM W/ CRIPPLE WALL BELOW 3 3 6 7 7 GYP. BOARD 4 1" NOSING 10" MIN. (U.N.O.) 1 2 6" MIN . 1" M I N . LANDING 3/4" PLAYWOOD LANDING JOIST OR FLOOR FRAMING BEAM PER PLAN (4X8 MIN) OR 2X RIM W/ CRIPPLE WALL BELOW 3 71-HR FIRE RATED GYP. BOARD 7 3 / 4 " M A X 1 2 3 4 5 6 2X STRINGERS, MIN. 3 (SEE STRUCT. DWG.) 3/4" PLYWOOD TREADS & RISERS SEAT CUT STRINGERT AS REQUIRED WINDOW FRAMEW/ CONT. SEALANTBEHIND FLANGE 'MOISTOP' FLASHINGPAPER (12" WIDE) EXTERIOR PLASTERO/ WIRE MESH 2X FRAMING(SEE PLAN) 2X_ FURRING(SEE PLAN) 5 4321 6 2 LAYERS 60 MINUTE GRADE 'D' PAPER 2" MIN. 1 2 3 4 6 5 1 6 4 3 5 2 SELF SEALING, SELFADHERING BITUMINOUSMEMBRANE APPLIEDOVER SOLID BACKING STUCCOED SILLSEE ELEVATION PRECAST SILL OR SLOPE: 1":12" 8 7 1 2 3 8 4 3 7 5 6 5" DETAIL A: WINDOW JAMB DETAIL C: WINDOW HEADDETAIL B: WINDOW SILL W/TRIM 2" MIN. 6 5 7 4 9 8 3 2 1 1 2 3 4 5 6 7 2X FRAMING(SEE FRAMING PLAN) PLYWOOD SHEAR (SEE FRAMING PLAN) DOOR FRAME 'MOISTOP' FLASHING PAPER (12" WIDE) 60 MINUTE GRADE 'D' PAPER - 2 LAYERS HARDIE SIDING OR MIN. 7/8" 3-COAT STUCCO O/ WIRE MESH (SEE ELEVATIONS) 26 GA. G.I. FLASHING 8 9 1.5"X TRIM (SEE ELEVATION) SELF SEALING, SELF ADHEARING BITUMINOUS MEMBRANE APPLIEDOVER SOLID BACKING. NON-HARDENING SEALANT10 1 610 5432 DETAIL A: DOOR HEAD DETAIL B: DOOR JAMB REFER TO DETAIL 20/AD-3 FOR ALL DOOR FLASHING REQUIREMENTS 3/ 8 " 10 STEP A FILL JOINT GAPS > 1/8" WITH SEALANT NAIL HEADS SET FLUSH W/ FACE OF SHEATHING PRIME GYP. SHEATHING AND PLYW. SHEATHING PER SAF SPECS ROUGH OPENINGS TO BE SHIMMED W/ DIMENSIONAL LUMBER, NOT PLYWOOD 1'-0"STEP B STEP B1: 1'-0" WIDE SAF; EXTEND 1'-0" BEYOND ROUGH OPENING EACH SIDE; ADHERE TOP HALF TO EDGE OF ROUGH OPENING, LEAVE BOTTOM HALF LOOSE (W/ RELEASE PAPER INTACT) ALLOWING FOR BUILDING PAPER AT STEP H (STAPLE AT LOWER CORNERS TO PREVENT WIND DAMAGE) STEP B2:PROVIDE 3" DIA SAF CIRCLE PATCH TO SEAL ANY PINHOLE OPENINGS AT OUTSIDE FRAMING CORNERS 4" 12" WIDE SAF COVERING ENTIRE ROUGH SILL (AND OVER GSM ANGLE AND SHIM); EXTEND 4" UP JAMB APPLY APPROVED SAF PATCHES TO SEAL PIN HOLE OPENINGS AT ANGLE TO JAMB INTERSECTIONS EXTEND 4" BEYOND ROUGH OPENING STEP C 4" 4" STEP D2:SAF COVERING ENTIRE ROUGH OPENING. CUT AT HEAD-TO-JAMB CORNER AND RUN ONTO HEAD AND FACE OF JAMB 4" STEP D1: SAF COVERING ENTIRE ROUGH OPENING (AND UNDER GSM ANGLE). CUT AT SILL- TO-JAMB CORNER AND RUN ONTO HEAD AND FACE OF WALL 4"STEP D INSTALL WINDOW PER MANUF. INSTRUCTIONS. HEAD FASTENERS PER DETAIL. SHIM AND ADJUST AS REQ'D TO SQUARE, PLUMB AND LEVEL WINDOW UNIT PRIOR TO SETTING WINDOW UNIT APPLY CONTINUOUS BEAD OF SEALANT TO BACK SIDE OF MOUNTING FLANGE EXCEPT AT SILL WHERE PAN OCCURS SET FASTENER HEADS FLUSH WITH FLANGE; DO NOT BEND FASETENER HEADS OVER NOTE: REMOVE ALL LABELS FROM WINDOW FLANGE PRIOR TO INSTALLATION STEP E 9" WIDE SAF OVER WINDOW FLANGE AT JAMB: EXTEND 6" BEYOND SILL AND HEAD ROUGH OPENING NOTE: APPLY SAF WITH LAMINATE ROLLER PER MANUF. INSTRUCTIONS. ELIMINATE ALL WRINKLES AND AIR POCKETS STEP G1:APPLY 9" WIDE SAF OVER WINDOW HEAD, EXTEND 3" BEYOND JAMB FLEXIBLE FLASHINGSTEP G2:INSTALL GALVANIZED SHEET METAL HEAD FLASHING, LAP OVER WINDOW HEAD PER DETAIL. END DAMS TO EXTEND 3/4" ON EACH SIDE OF WINDOW W/ 3" FLANGE ON EACH END. SOLDER RETURNS. STEP G3: ADD 12" WIDE SAF STRIP OVER GSM HEAD FLASHING NOTE: LAP BUILDING PAPER OVERHEAD FLASHING. LAP 6" MIN. AT VERTICAL SEAMS 4" MINS. AT HORIZ. SEAMS. AVOID DAMAGE TO PREVIOUS FLASHING MATERIALS WHEN TRIMMING BUIILDING PAPER TUCK BUILDING PAPER UNDER SILL FLASHING SEE STEP B WRB STEP H: FLASHING TAPE OVER WRB EDGE, PER DETAIL @ HEAD AND JAMB ONLY STEP F STEP G STEP H INSTALL MOISTURE BARRIER PER MANUF. INSTALLATION INSTRUCTIONS APPLY BALCONY WATERPROOFING MEMBRANE. PROVIDE CONT. BEAD OF SEALANT AT JOINT PER MANUF. APPLY FLEX FLASH ALONG DOOR SILL, WRAP UP JAMB 4" INSTALL 22 GA METAL FLASHING SILL PAN, PROVIDE 1/2" UP AT INTERIOR SIDE, 3" MIN HIGH END DAM. SOLDIER ALL CONNECTION (ONE PIECE, NO SPLICES) INSTALL CONTINUOUS 12" STRAIGHT FLASHING OVER JAMB, LAP OVER STRAIGHT FLASHING AND FLEX FLASH INSTALL MIN 12" WIDE SAF. 8" MIN ON WALL W/ REMAINING ON DRY BALCONY SUBFLOOR ALL EXTERIOR DOOR FLASHING ALL EXTERIOR WINDOW FLASHING HEADER(SEE FRAMING PLAN) PLYWOOD SHEAR WALL(SEE FRAMING PLAN) 2X HEAD TRIM 'MOISTOP' FLASHINGPAPER (12" WIDE) 2 LAYERS 60 MINUTE GRADE 'D' PAPER MIN. 7/8" 3-COAT STUCCO O/ WIRE MESH EXTERIOR PLASTER MOULD WOOD TRIM, SLOPE TOP 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 2% 26 GA G.I. FLASHING9 9 N.T.S.13 RAILING / GUARDRAIL N.T.S.10 STAIR CONNECTION N.T.S.5 WEEP SCREED AT CONC. SLAB N.T.S.8 STRINGER AT HEADER N.T.S.12 HANDRAIL CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated AD-2 Checker ARCHITECTURALDETAILS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - N.T.S.4 THRESHOLD AT EXTERIOR DOORS1 N.T.S.7 STRINGER AT FLOOR N.T.S.11 BALCONY N.T.S.9 STAIR LANDING N.T.S.6 STAIR WALL CONNECTION N.T.S.2 RECESSED WINDOW. N.T.S.1 DOOR W/ WOOD TRIM. N.T.S.3 GARAGE DOOR HEAD w/ WOOD TRIM. CERAMIC TILE1 BOND COAT2 MORTAR BED3 SCRATCH COAT4 METAL LATH5 VAPOR RETARDER MEMBRANE6 WATERPROOF MEMBRANE7 WOOD STUDS 8 FLEXIBLE SEALANT9 REINFORCED MORTAR BED10 SHOWER PAN MEMBRANE11 SLOPED FILL UNDER SHOWER PAN MEMBRANE12 PEA GRAVEL OR OTHER WEEP PROTECTION13 WEEP HOLES14 SHOWER RECEPTORS, CURBS, SEATS, ETC,MUST BE PROPERLY WATERPROOFED AND INSTALLED TO AVOID WATER DAMAGE TO ADJACENT BUILDING MATERIALS 1 2 3 4 5 6 7 8 9 10 11 12 13 14DETAIL A: CERAMIC TILE AT WALL DETAIL B: CERAMIC TILE AT CURB 910 12 1 2 PREFORMED CURB15 15 SHOWER PAN MEMBRANE16 STUDS OR CEMENTITOUS BASE FOR CURBING17 NONCORROSIVE SPIRAL NAIL/WASHER FASTENER18 18 17 16 CERAMIC TILE CEMENT BOND COAT 1 LAYER 40 LB. FELT 2 x LEDGER HARDI BACKER 12MM CEMENT BOARD WITH HYDRODEFENCE(FIRE RESISTIVE AND MOISTURE PROTECTION) 1-1/2" LIGHT WEIGHT CONC. (2,500 PSI TYP.) BATH TUB 1" TILE FLANGE CEMENT TYPE B.D. 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 DETAIL A: VERTICAL CONTROL JOINT DETAIL B: HORIZONTAL CONTROL JOINT WIRE TIE @ 6" O.C. 2 2 LAYERS OF GRADE 'D' BUILDING PAPER,W.R.B. (DASHED LINE) CONT. BEHIND C.J. TYP. 1 PROVIDE VERTICAL FLAT BLOCKING (2X4 MIN.) OR DOUBLE STUDS BEHIND CONTROL JOINTS AS REQUIRED 3 12" W S.A.F. STRIP. INSTALL OVER W.R.B. AND CONTINUOUS BEHIND CONTROL JOINTS 4 3-COAT MIN. 7/8" 3-COAT STUCCO STUCCO O/ METAL LATH5 GSM CONTROL JOIN (XJ-15). UNDER WIRE LATH, FASTEN TO STUDS AND BLOCKING(DO NOT PAINT INSIDE) 6 CONTROL JOINTS FASTENER AT 6" O.C.7 S.A.F. STRIP IN, 9" WIDE MIN.8 GSM CONTROL JOINT (#15 SOLID LEG" OR EQUAL) UNDER WIRE LATH, FASTEN TO STUDS AND/OR BLOCKING, DO NOT PAINT INSIDE 9 1 1 1 4 4 3 2 56 2 STEP 1: WRB STEP 2: 12" WIDE SAF STEP 3: SHEET METAL BACKERPLATE TYPICAL AT ALL INTERSECTON JOINTS AND BUILDING CORNERS EMBED UPPER END OF VERTICAL CONTROL JOIN IN A FULL BED OF SEALANT 2" WIDE. COMPLETELY FILL ALL SPACE BETWEEN CONTROL JOINT AND BACKER PLATE APPLY SEALANT FILLET AROUND ALL SIDES OF JUNCTURE - UPPER END OF VERTICAL JOINT ONLY CUT ENDS OF VERT. CONTROL JOINTS TO MATCH ANGLE OF HORIZ. CONTROL JOINT SURFACE. DO NOT SEAL LOWER END OF VERTICAL CONTROL JOINT. LEAVE OPEN TO WEEP STEP 4: CONTINUOUS HORIZONTAL CONTROL JOIN. SEE HORIZONTAL CJ DETAIL FASTEN BOTH FLANGES OF EACH CONTROL JOINT THROUGH BACKERPLATE TO FRAMING. (SOME NOT SHOWN FOR CLARITY) STEP 5: 9" WIDE SAF (SHOWN TO WHITE) OVER HORIZ. C.J. STEP 6: WRB STEP 7: 12" WIDE SAF STEP 8: VERTICAL CONTROL JOINT, DISCONTINUOUS @ CJ INTERSECTION. SEE VERTICAL C.J. DETAIL NEW LATH ATTACHMENT BLOCKING TYP. 1 DETAIL A : OUTSIDE CORNER DETAIL B : OUTSIDE CORNER 1 1/2" 2 LAYERS OF GRADE 'D' BUILDING PAPER / WRB 2 18" W SAF (CENTERED ON CORNER) OVER W.R.B. AT CORNER 3 4 FILL SPACE SOLID W/ BASE COAT MIN. 7/8" 3-COAT STUCCO FASTENERS FOR CORNER REINFORCING @ 6" O.C. VERT. TO HIT BLOCKING. NAIL HEADS FLAT, DO NOT & PUNCTURE W.R.B. 3-COAT STUCCO O/ METAL LATH 4 5 5 GALVANIZED WIRE EXTERIOR CORNER REINFORCING, TYP. WIRE TIE TO WALL LATH 1 2 3 4 5 6 1234 5 SMOOTH FINISH FIBER CEMENT SOFFIT1 DETAIL A: STUCCO AT BALCONY DETAIL B: STUCCO AT BALCONY 4/4 x 4 CEMENTITIOUS TRIM2 SEALANT AND BACKER ROD3 5/4 x 4 CEMENTITIOUS TRIM4 SEALANT5 CEMENTITIOUS LAP SIDING6 WRB7 30 COAT STUCCO O/ METAL LATH8 J-MOULD9 1 2 3 9 8 1 2 3 4 5 6 6" 6" m i n . 1'- 0 " 7/8" EXT. PLASTER O/ METAL LATH O/ WEATHER RESISTANT BARRIER (2 LAYERS) 12" HIGH CONT. PIECE OF BITUMEN SHEET MEMBRANE BEHIND PLASTER O/ WEEP SCREED 26 GA. SHEET METAL 'L' SHAPED BASE FLASHING EXT. GRADE PLYWD. O/ 2X FRAMING PER STRUCT DWG. DEX-O-TEX SLIP SHEET LAP O/ BASE FLASHING FABRIC REINFORCED ELASTOMERIC WATERPROOF MEMBRANE. EXTEND UP WALL 6" MIN. BEHIND WEEP SCREED WEATHERWEAR COMPOSITION & FINISH COATS. EXTEND UP TO BOTTOM OF WEEP SCREED CONTINUOUS SEALANT 'L' SHAPED PLASTER WEEP SCREED 4" TYP. PER S M A C N A 4" M I N . L A P SPOT WELD AND SOLDER WATER TIGHT 26 GA GSM BACKER ROD AND SILICONE SEALANT CONTINUOUS AROUND PENETRATION SIZE ALL ALLOW 1/2" SEALANT JOINT ON ALL SIDES OUTLINE OF PENETRATION (DASHED) FILL IN CORNERS AND DE-BURR EDGES, TYP. 1. 2.3. NOTES: SHEET METAL J-MOLD RECEIVER SOLDER TO FORM ONE CONTINUOUS WATERTIGHT PIECEFIELD VERIFY DIMENSIONS AND CONDITIONS DETAIL B: VERTICAL TRIM SEE ELEVATION MIN. 7/8" 3-COAT STUCCO STUCCO W/ LATH1 WRB OVER SAF AND WEEP SCREED2 9" SAF, LAP OVER WEEP SCREED3 4 5 WOOD TRIM 6 24 GA GSM DRIP EDGE W/ S.S. FASTENER 7 GSM FLASHING W/ HEMMED END SET IN SEALANT 8 FASTENERS @ 6" O.C. TYP. 9 BUILT-OUT BOARD10 WRB PLYWOOD SHEATHING 10 7 11 8 • AT SIDING ABUTTING VERTICAL TRIM PROVIDE A 1/8-INCH GAP AND INSTALL A PERMANENTLY FLEXIBLE CAULKING AT TERMINATION TO WOOD TRIM. ALL FIELD CUT EDGES TO BE FIELD PRIMED PRIOR TO INSTALLATION SE E E L E V A T I O N DETAIL A: HORIZONTAL TRIM 1 23 4 6 5 7 8 9 1 • • • • • AT HORIZONTAL TRIM BAND WITH LAP SIDING ABOVE AND BELOW:INSTALL LOWER LAYER OF BUILDING PAPER TO CONTINUE BEHIND TRIM AND BEYOND SHEET METAL FLASHING. INSTALL 26-GAUGE GALVANIZED SHEET METAL WATER TABLE FLASHING OVER HORIZONTAL TRIM. LEAVE A 1/4-INCH GAP BETWEEN SIDING AND FLASHING. LEAVE GAP FREE OF CAULKLAP UPPER LAYER OF BUILDING PAPER OVER VERTICAL FLANGE OF SHEET METAL FLASHING.HORIZONTAL TRIM SHOULD BE NOTCHED AT BOTTOM BACK SIDE TO PROVIDE A WEATHER BOARD LAP TO SIDING BELOW SE E E L E V A T I O N DETAIL C: HORIZONTAL TRIM W/ SIDINGS 6 5 7 8 1 1/4 " G A P LAP SIDING11 11 11 LEAVE GAP FREE OF CAULK12 12 MIN. 7/8" 3-COAT STUCCO O / METAL LATH1 2 LAYERS OF GRADE 'D' BUILDING PAPER / W.R.B.2 S.A.F. EXTEND OVER COLLAR FLASHING3 S.A.F. RUN INTO ROUGH OPENING4 SOLDERED WALL CAP W/ INTEGRAL COLLAR FLASHING 5 INTEGRAL COLLAR FLASHING BEYOND 6 INSECT SCREEN7 PLYWOOD SHEATHING8 NEW BLOCKING AS REQ'D 9 1 2 3 4 5 6 7 4 2 1 8 9 1 NOM 4 PCF MINERAL WOOL PACKING 2 INTUMESCENT FIRESTOP SEALANTINSTALLED AS REQUIRED 3 STEEL OR IRON PIPE, COPPER PIPE OR TUBE, STEEL CONDUIT OR EMT 4 STEEL OR IRON PIPE, COPPER PIPE OR TUBE, STEEL CONDUIT OR EMT WITH FIBERGLASS OR MINERAL WOOL INSULATION5PVC PIPE 6 ELECTRICAL, TELEPHONE, DATA CABLES 7 5/8" TYPE 'X' GYPSUM BD. 8 STUDS (PER WALL ASSEMBLY) 1 2 3 4 5 6 7 8 X 9 9 WOOD JOIST OR BEAM , SEE STRUCT DWG. 10 11 10 PLASTIC SLEEVE / EXPANSION SHIELD 11 SEE STRUCT. DWG. HOLES FOR ALL PLUMBING TO BE 3/4" OVERSIZED FOR MAX. HOLE SIZESEE STRUCT. DWG. MIN. 7/8" 3-COAT STUCCO STUCCO W/ LATH1 WRB OVER SAF AND WEEP SCREED2 9" SAF, LAP OVER WEEP SCREED3 4 5 WOOD TRIM 6 24 GA GSM DRIP EDGE W/ S.S. FASTENER 7 GSM FLASHING W/ HEMMED END SET IN SEALANT 8 FASTENERS @ 6" O.C. TYP. 9 1-HR FIRE RATED GYP BOARD.10 WRB PLYWOOD SHEATHING SE E E L E V A T I O N DETAIL A: HORIZONTAL TRIM 1 23 4 6 5 7 8 9 1 •• • •• AT HORIZONTAL TRIM BAND WITH LAP SIDING ABOVE AND BELOW: INSTALL LOWER LAYER OF BUILDING PAPER TO CONTINUE BEHIND TRIM AND BEYOND SHEET METAL FLASHING.INSTALL 26-GAUGE GALVANIZED SHEET METAL WATER TABLE FLASHING OVER HORIZONTAL TRIM. LEAVE A 1/4-INCH GAP BETWEEN SIDING AND FLASHING. LEAVE GAP FREE OF CAULK LAP UPPER LAYER OF BUILDING PAPER OVER VERTICAL FLANGE OF SHEET METAL FLASHING.HORIZONTAL TRIM SHOULD BE NOTCHED AT BOTTOM BACK SIDE TO PROVIDE A WEATHER BOARD LAP TO SIDING BELOW LAP SIDING11 LEAVE GAP FREE OF CAULK12 10 LIQUID APPLIED WATERPROOFING CONTINUOUS BEAD SEALANT NONPOROUS INORGANIC SILL TILE FINISH CEMENT BACKER BOARD RUN CEMENTBOARD TIGHT AND EVEN TO WINDOW JAMB, CAULK JOINTS W/ SILICONE RUN TILE INTO THE JAMB LATEX MODIFIED THINSET TO SLOPE SILL FROM WINDOW 1 2 3 4 5 6 7 3/4" 3/4" 1 2 2 3 4 5 6 7 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated AD-3 Checker ARCHITECTURALDETAILS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - N.T.S.1 CERAMIC TILE AT SHOWER N.T.S.2 CERAMIC TILE AT TUB N.T.S.6.HORIZONTAL / VERTICAL CONTROL JOINTS N.T.S.5 CONTROL JOINT INTERSECTION N.T.S.7 STUCCO AT OUTSIDE / INSIDE CORNER N.T.S.8.STUCCO / SIDING AT BALCONY N.T.S.4 DEX-O-TEX WEATHERWEAR @ BALCONY N.T.S.11 FLANGED PENETRATION FLASHING N.T.S.9 HORIZONTAL / VERTICAL TRIM N.T.S.13 MAKEUP AIR WALL CAP TERMINATION N.T.S.12 WALL PENETRATION DETAIL N.T.S.10 HORIZONTAL TRIM WITH STUCCO CORNER N.T.S.3 WINDOW SILL AT SHOWER TYPICAL EXTERIOR WALL TYPICAL INTERIOR WALL 1 2 3 4 5 A B 5 EXTERIOR FINISH PER ELEVATION O/ 2 LAYERS OF GRADE D PAPER 5/8" GYP BD. AT 1-HR FIRE RATED WALLS, WHERE OCCURS SEE STRUCTURAL PLAN WALL SCHEDULE 2X STUD WALL R-19 INSULATION PER ENERGY REPORT PLYWOOD SHEATHING PER STRUCT. 1 2 3 4 5 5 EX T E R I O R IN T E R I O R 3 AT CEILING OF STAIR, GARAGE ,LAUNDRY, AND ENCLOSED ACCESSIBLE SPACE UNDER STAIRS AT INTERIOR WALL STAIR/GARAGE /LAUNDRYSIDE HABITABLEROOMSIDE INTERIOR SHEATHING PER STRUCT. DWG INSULATION WHERE OCCURS, R-21 AT WALL, R-19 AT FLOOR JOIST 2X STUD WALL PER STUD WALL MIN 5/8" THK GYP BD. TYPE 'X' 2X FLOOR JOIST/ CEILING JOIST 1 2 3 4 5 BA 4 2 3 45 6 PLYWOOD SUBFLOOR WHERE OCCURS6 2 AT EXTERIOR WALL EXTERIOR INTERIOR C 1 2 3 7 4 EXTERIOR FINISH PER ELEVATION O/ 2 LAYERS OF GRADE D PAPER7 4 PLYWOOD SHEATHING PER STRUCT. DWG8 8 STAIR/GARAGE /LAUNDRYSIDE 1 LAYER OF 5/8" QUIETROCK ES 2x4 STAGGERING STUDS 16" O.C. 2 LAYERS OF TYP. 'X' GYP BOARD FIBER INSULATION BATTING R-19 1 2 3 4 1 2 LAYERS 5/8" TYPE X GYP BD. 2 3 CONTINOUS BEADS ACOUSTICAL CAULKING UNDERNEATH SOLE PLATE3CONT. NON-HARDENING AXXOUSTICAL CAULKING, TYP. 4 CONC. SLAB QUIETROCK GYPSUM BOARD FOR 1-HR FIRE RATED ASSEMBLY 5 5 2 3 4 5 7 11 10 1 5/8" TYP. X GYP BD. SHT'G. 2 3 CONTINOUS BEADS ACOUSTICAL CAULKING UNDERNEATH SOLE PLATE 3 CONT. NON-HARDENING AXXOUSTICAL CAULKING, TYP. 4 5 FLOOR FINISH OVER ACOUSTICAL MAT CONTIONOUS SOLD FRAMING OR SOLID BLOCKING 7 JOIST PER STRUCTURAL W/ FIBERGLASS BATT SOUND INSULATION 10 2 LAYERS 5/8" TYPE X GYP BD. 11 QUIETROCK GYPSUM BOARD FOR 1-HR FIRE RATED ASSEMBLY 12 2x STAGERRING STUD WALL WITH INSULATION 12 1110 REFER TO STRUCT.DWGS. FOR SHEAR REQUIREMENTS. 1 COMPOSITE SLATE ROOF TILE 2 ROOF SHEATHING 3 4 5 2X RAFTER CONTIONOUS SOLD FRAMING OR SOLID BLOCKING 7 INSULATION PER TITLE 24 REPORT 10 2 LAYERS 5/8" TYPE X GYP BD. 11 QUIETROCK GYPSUM BOARD FOR 1-HR FIRE RATED ASSEMBLY 12 2x STAGERRING STUD WALL WITH INSULATION UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) 5 7 1011 12 3 2 1 4 5 7 10 11 12 321 1 COMPOSITE SLATE ROOF TILE 2 ROOF SHEATHING 3 4 5 2X RAFTER 6 CONTIONOUS SOLD FRAMING OR SOLID BLOCKING 7 JOIST PER STRUCTURAL W/ FIBERGLASS BATT SOUND INSULATION INSULATION BATTING 10 2 LAYERS 5/8" TYPE X GYP BD. 11 QUIETROCK GYPSUM BOARD FOR 1-HR FIRE RATED ASSEMBLY 12 2X STAGERRING STUDD WALL WITH INSULATION UNDERLAYMENT (30 lb. A.S.T.M. FELT MIN.) 6 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: ARCHITECTURE + DESIGN PDS STUDIO As indicated AD-4 Checker ARCHITECTURALDETAILS 4 UNITS MULTIFAMILYRESIDENTIALS 1025 LACADENA AVEARCADIA CA 91007 -- - N.T.S.1 TYPICAL WALL. N.T.S.2 FIRE RESISTIVE WALL / CLG. (1-HOUR) N.T.S.3 DWELLING SEPARATION WALL REPORT 1-HR FIRE RATED WALL, DESIGN U340, STC 60 N.T.S.4 1-HR FIRE RATED PARTY WALL @ SLAB N.T.S.5 1-HR FIRE RATED PARTY WALL @ INTERMEDIATE FLOOR N.T.S.7 1-HR FIRE RATED PARTY WALL TO ROOF TRUSS N.T.S.8 1-HR FIRE RATED PARTY WALL TO ROOF CONNECTION 1-HR FIRE RATED WALL, DESIGN U340, STC 601-HR FIRE RATED WALL, DESIGN U340, STC 60 1-HR FIRE RATED WALL, DESIGN U340, STC 60 &AND @ AT Ø DIAMETER A.B.ANCHOR BOLT A.C.I.AMERICAN CONCRETE INSTITUTE A.I.S.C.AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT.ALTERNATE ASSN.ASSOCIATION APPROX.APPROXIMATELY ARCH.ARCHITECTURAL A.S.T.M.AMERICAN STANDARD FOR TESTING AND MATERIALS A.W.S.AMERICAN WELDING SOCIETY (B), BOT.BOTTOM BET.BETWEEN BF BRACED FRAME BLDG.BUILDING BLK.BLOCK BLKG BLOCKING BM BEAM B.N.BOUNDARY NAILING B.S.BOTH SIDES C CHANNEL OF CAMBER CANT CANTILEVER CAT.CATALOG C.B.C.CALIFORNIA BUILDING CODE C.I.P.CAST-IN-PLACE CONCRETE C.J.CONSTRUCTION JOINT OR CEILING JOINT ℄, CL.CENTERLINE CLG.CEILING CLR.CLEAR C.M.U.CONCRETE MASONRY UNIT CO.COMPANY COL.COLUMN CONC.CONCRETE CONST. CONSTRUCTION CONT.CONTINUOUS CRIP.CRIPPLE CTR.CENTER CU.FT.CUBIC FEET CU.IN.CUBIC INCH CU.YD.CUBIC YARD d b BAR DIAMETER DBL.DOUBLE DET.DETAIL DIA.DIAMETER DIAG.DIAGONAL DIM.DIMENSION D.L.DEAD LOAD DN.DOWN DO.DITTO DWG.(S)DRAWING(S) (E)EXISTING EA.EACH EE.EACH END E.F EACH FACE E.J. EXPANSION JOINT EL.ELEVATION ELEV.ELEVATOR EMBED.EMBEDMENT E.N. EDGE NAILING ENGR.ENGINEER EMGRG.ENGINEERING EQ.EQUAL EQUIP.EQUIPMENT E.S. EACH SIDE ETC ET CETERA E.W. EACH WAY E-W EAST-WEST EXP.EXPANSION EXT.EXTERIOR F.D. FLOOR DRAIN FDN.FOUNDATION F.F. FINISH FLOOR F.G. FINISH GRADE FIN.FINISH F.J. FLOOR JOIST F.L.G.FLANGE FLR.FLOOR F.M.A. FACE MOUNT HANGER F.O. FACE OF F.O.C. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUD F.P. FULL PENETRATION F.T. FEET OR FOOT FTG.FOOTING GA.GAUGE GALV.GALVANIZED G.B. GRADE BEAM GLB GLU-LAM BEAM GYP. BD.GYPSUM BOARD (H)HIGH HDR HEADER HGR HANGER HORIZ.HORIZONTAL H.S.B.HIGH STRENGTH BOLT HT.HEIGHT I.C..O.INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS I.D.INSIDE DIAMETER I.F. INSIDE FACE IN.INCH(ES) INFO.INFORMATION INT.INTERIOR JT.JOINT JST.JOIST K.KIP (1,000 LBS) K/FT, K/'KIPS PER FOOT KSI KIPS PER SQUARE INCH (L)LOW LG.LONG LIN.LINEAR L.F.LIVE LOAD LONGIT.LONGITUDINAL L.S.LAG SCREW LT.WT.LIGHT WEIGHT M.B.MACHINE BOLT M.D.MID-DEPTH MATL.MATERIAL MAX.MAXIMUM MECH.MECHANICAL MEMB.MEMBRANE MFR.MANUFACTURER MIN.MINIMUM MISC.MISCELLANEOUS MTL.METAL (N)NEW N.A.NEUTRAL AXIS NO., #NUMBER N-S NORTH-SOUTH N.T.S.NOT TO SCALE O.C., O/C ON CENTER O.D.OUTSIDE DIAMETER O.F.OUTSIDE FACE OPNG.OPENING ORIG.ORIGINAL PEN PENETRATION PL.PLATE OF PROPERTY LINE PLYWD. PLYWOOD P.S.F., psf POUNDS PER SQUARE FOOT P.S.I., psi POUNDS PER SQUARE INCH P.T.POST-TENSIONING R.RADIUS R.D.ROOF DRAIN REF.REFERENCE REINF.REINFORCE(D) / REINFORCING REQD.REQUIRED R.R.ROOF RAFTER S.A.D.SEE ARCHITECTURAL DRAWINGS SCHED. SCHEDULE SEC.SECTION SHT.SHEET SIM.SIMILAR S.J.SLAB JOINT S.O.G.SLAB-ON-GRADE SPESC.SPECIFICATIONS SQ.SQUARE STAG.STAGGER(ED) STD.STANDARD STIFF STIFFENER ST'L STEEL STR.STRAIGHT SYM.SYMMETRICAL (T)TOP T & B TOP AND BOTTOM T & G TONGUE AND GROOVE THK.THICKNESS T.J.TRUSS JOIST T.O.C.TOP OF CONCRETE T.O.F.TOP OF FOOTING T.O.S.TOP OF SLAB(STEEL) TS STRUCTURAL TUBE TRANS. TRANSVERSE TYP.TYPICAL U.B.C.UNIFORM BUILDING CODE U.N.O.UNLESS NOTED OTHERWISE VERT.VERTICAL VARI.VARIOUS V.I.F.VERIFY IN FIELD W/WITH WD WOOD W/O WITHOUT W.J.WALL JOINT W.P.F.WATERPROOF MEMBRANE WT.WEIGHT W.W.F WELDED WIRE FABRIC S100 GENERAL NOTES & INFO. S110 TYP. DETAILS S120 TYP. DETAILS S121 TYP. DETAILS S122 TYP. DETAILS S123 TYP. DETAILS S124 TYP. DETAILS S200 FOUNDATION PLAN S201 2ND FLOOR FRAMING PLAN S300 DETAILS (FOUNDATION) S310 DETAILS (WOOD) 1.ALL WORK SHALL CONFORM TO THE CBC2022. 2.THE FOLLOWING NOTES AND ALL OTHER TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS NOTED OTHERWISE. 3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. 4.FRAMING CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE FRAMED SIMILAR TO THE DETAILS SHOWN FOR THE RESPECTIVE MATERIALS. 5.PROVIDE OPENINGS AND SUPPORTS FOR MECHANICALS EQUIPMENT, DUCTS, PIPING, VENTS AND ETC., AS REQUIRED. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL OPENINGS AND EQUIPMENT WHICH ARE NOT SHOWN ON STRUCTURAL DRAWINGS. ALL SUSPENDED EQUIPMENT TO BE PROVIDED WITH APPROVED ALL BRACING. 6.CONTRACTOR MUST CLARIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE COMMENCING WORK. ARCHITECT SHALL BE INFORMED AND NOTIFIED ANY TYPE OF DISCREPANCIES. 7.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES. 8.DESIGN MATERIALS, EQUIPMENT, AND PRODUCTS OTHER THAN THOSE DESCRIBED BELOW OR INDICATED ON THE DRAWINGS MAY BE CONSIDERED FOR USE. PROVIDED PRIOR TO APPROVAL IS OBTAINED FROM THE OWNER, ARCHITECT/ENGINEER, AND THE APPLICABLE GOVERNING CODE AUTHORITY. 9.CONTINUOUS INSPECTION BY A ARCADIA CITY LICENSED DEPUTY INSPECTOR IS REQUIRED FOR ALL STRUCTURAL CONNECTIONS, FOOTINGS, GRADE BEAMS, AND RETAINING WALLS DURING INSTALLATION. 10.DESIGN CRITERIA VERTICAL LIVE LOADS : ROOF 20 PSF FLOOR 40 PSF BALCONY 60 PSF CORRIDOR 100 PSF VERTICAL DEAD LOADS : ROOF 15 PSF FLOOR 15 PSF BALCONY 15 PSF WIND DESIGN DATA BASIC WIND SPEED : 110 mph WIND IMPORTANCE FACTOR : 1.0 WIND EXPOSURE EACH DIRECTION : B INTERNAL PRESSURE COEFFICIENT : ±0.18 COMPONENTS AND CLADDING EARTHQUAKE DESIGN DATA SEISMIC IMPORTANCE FACTOR (I) : 1.0 RISK CATEGORY : II MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss : 2.000g S1 : 0.703g SITE CLASS : D SPECTRAL RESPONSE COEFFICIENTS SDS : 1.333g SD1 : 0.797g SEISMIC DESIGN CATEGORY : D SEISMIC FORCE RESISTING SYSTEM LIGHT-FRAMED WALL SHEATHED WITH WOOD STRUCTURAL PANEL : R=6.5 EQUIVALENT LATERAL FORCE PROCEDURE REDUNDANCY FACTOR USED : 1.3 GENERAL NOTES FOUNDATIONS 1.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM S-150, TYPE II. 2.AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C-33. 3.DOWELS FOR WALL SHALL BE SAME SIZE AND SPACING AS THE WALL REINFORCEMENT AND SHALL LAP WITH THE WALL REBAR AS NOTES ABOVE UNLESS NOTED OTHERWISE. 4.ANCHOR BOLTS, DOWELS, INSERTS ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO THE POURING OF ANY CONCRETE OF GROUT. 5.ALL EXCAVATIONS SHALL BE FREE OF LOOSE DIRT, WATER OR DEBRIS PRIOR TO POURING CONCRETE. 6.ALL FORMS SHALL BE CONSTRUCTED AS TO MAINTAIN THE REQUIRED POSITION AND SHAPE DURING AND AFTER THE PLACING OF CONCRETE AND BE SUFFICIENTLY TIGHT TO PREVENT THE LEAKAGE OF CONCRETE. 7.NO PIPES OR DUCTS ARE TO BE PLACED IN CONCRETE SLABS OR WALLS UNLESS SPECIFICALLY DETAILED. 8.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE. 9.STRUCTURAL CONCRETE ARE ALL NORMAL WEIGHT CONCRETE U.N.O. AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AND A MAX WATER/CEMENT RATIO AS BELOW: STRUCTURAL MEMBER:STRENGTH: WATER/CEMENT RATIO: FOUNDATION 2,500 PSI 0.55 SLAB ON GRADE 2,500 PSI 0.55 10.PNEUMATICALLY PLACED CONCRETE SHALL HAVE A-28-DAY STRENGTH OF 3000psi MATERIALS, PROPORTIONING AND APPLICATION, SHALL CONFORM WITH ACI STANDARD 506,2-77. THE CONCRETE SHALL BE PLACED BY A QUALIFIED CONTRACTOR AND UNDER CONTINUOUS INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR. CONCRETE(CAST-IN-PLACE) WOOD FRAMES 1.ALL LUMBER TO BE STRESS GRADE, DOUGLAS FIR LARCH(DF), AS SHOWN BELOW PLANS PER NDS 2018 UNLESS OTHER WISE INDICATE ON A. JOISTS AND RAFTER : DF #2 GRADE B. 2"-4" BEAM : DF #1 GRADE : DF #2 GRADE FOR HEADER C. 5"x5" LARGER BEAM : DF #1 GRADE D. STUDS : DF #2 GRADE E. POST AND COLUMN : DF #1 GRADE 2.MOISTURE CONTENT IN USE WILL BE A MAXIMUM OF 19%. 3.DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS, UNLESS OTHERWISE NOTED, AND ALSO NAILED TOGETHER WITH 16d NAILS @9" O.C.. 4.UNLESS OTHERWISE NOTED ALL NAILING SHALL CONFORM TO THE NAILING SCHEDULE REQUIRED BY THE LOCAL DEPARTMENT OF THE BUILDING AND SAFETY. 5.CROSS BRIDGE FLOOR JOISTS AT 8'-0" MAXIMUM INTERVALS, MORE THAN 8" DEEP. 6.UNLESS OTHERWISE INDICATED, RAFTERS AND JOIST SHALL BE SPLICED AT SUPPORTS WITH A MINIMUM OF 4" OF LAP AND 4-16d NAILS. 7.TOP PLATE OF ALL STUD WALLS SHALL BE 2 PIECES OF 2x4 PLATES. SPLICES TO LAP 4'-0" MINIMUM AND BE NAILED WITH 12-16d NAILS MINIMUM EACH SIDE OF JOINT. 8.PROVIDE SOLID 2x BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS. BLOCKING SHALL BE ONE PIECE AND THE FULL DEPTH OF THE JOIST OR RAFTER. 9.USE 1x6 LET IN BRACE @25'-0" O.C. MINIMUM COVER 4 STUDS. 10.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO THE APPLICATION OF SHEATHING, PLASTER ETC.. 11.EACH SHEET OF PLYWOOD SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF THE DOUGLAS FIR PLYWOOD ASSOCIATION. 12.WOOD STRUCTURAL PANELS SHALL COMPLY WITH U.S. PRODUCT STANDARDS FOR ITS TYPE IN PS 1 OR PS 2 AND BE CLASSIFIED AS EXPOSURE 1. AS A MINIMUM ALL WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. 13.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. 14.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY DETAILED. 15.SHEATHING AND SHEAR WALLS SHALL BE INSPECTED AND APPROVED PRIOR TO COVERING. 16.BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. 17.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND HOLD-DOWN SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.299 INCH BY 3 INCHES BY 3 INCHES. 18.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES. 19.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 20.BOLT HOLES IN WOOD SHALL BE 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. ALL BOLTS SHALL HAVE STANDARD CUT WASHER UNDER HEAD AND NUT UNLESS OTHERWISE NOTED. 21.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 22.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. 23.PROVIDE LEAD HOLE 40% -70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION. STATEMENT OF SPECIAL INSPECTIONS 1.ALL REINFORCING STEEL STRENGTH SHALL BE fy = 60ksi (GRADE 60). 2.ALL REINFORCING SHALL BE A.S.T.M. A-615-60 REGARDLESS OF BAR SIZE. WELDING WIRE FABRIC TO BE A.S.T.M. A-185, LAP 1-1/2 SPACES, 9"MIN. FOR STRUCTURAL SLABS. 3.ALL BARS SHALL BE DEFORMED AS PER A.S.T.M. A-305. 4.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 5.ALL BENDS SHALL BE MADE COLD. 6.SPLICING OF BARS SHALL HAVE LAPPING OF 40 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS, MASONRY REINFORCEMENT SHALL HAVE LAPPING OF 40 DIAMETER OF 2' MIN. 7.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 8.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE BASED ON ACI 318-14 COVER SHALL BE AS : A. POURED AGAINST EARTH .............................................3" B. POURED AGAINST FORM BELOW GRADE ...................2" C. FORMED SLABS ................................................1" D. SLABS ON GRADE (FROM TOP TO SLAB) ....................1" E. WALL EXPOSED TO WEATHER ...................................1" F. WALL NOT EXPOSED TO WEATHER ..............................1" 9.WELDING OF REINFORCING STEEL SHALL CONFORM TO AWS D1.4 USING PROPER LOW HYDROGEN ELECTRODES. 10.ALL FIELD WELDING OF REINFORCING STEEL SHALL BE PERFORMED BY WELDERS SPECIFICALLY CERTIFIED FOR REINFORCING STEEL. 11.MIN. RE-BAR SPACING KEEP 1.5d 12.ALL LONGITUDINAL REINFORCING IN DUCTILE COLUMNS, DUCTILE BEAMS. ALL VERTICAL REINFORCING IN SHEAR WALLS, AND ALL REINFORCING MARKED "SDQ" SHALL BE LOW-ALLOY STEEL DEFORMED ASTM A706. BILLET STEEL ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (1) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI, AND (2) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1. 25. WELDING OF REINFORCING BARS WHERE SHOWN ON DRAWINGS SHALL COMPLY WITH AWS D1 .4 STRUCTURAL WELDING CODE -REINFORCING STEEL. IF MILL REPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE. REINFORCING STEEL 1.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTIONS" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE DBS INSPECTORS AND OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC. 1706.1 2.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH f'c > 2500 psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. (1704 & CHAPTERS 19, 21, AND 22) 3.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. (2304.11.2.4) 4.WELDING : FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE DBS FOR (STRUCTURAL STEEL) (REINFORCING STEEL) (LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY DEPUTY INSPECTOR IS REQUIRED. -CONTINUOUS INSPECTION IS REQUIRED IN ACCORDANCE WITH TABLE 1704.3. -PERIODIC SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH SECTION 1704.3 AND TABLE 1704.3. -SHOP WELDS MUST BE PERFORMED IN A DBS LICENSED FABRICATOR'S SHOP. 5.DBS LICENSED FABRICATOR IS REQUIRED FOR (TRUSSES), (STRUCTURAL STEEL), 6.GLULAM BEAMS MUST BE FABRICATED IN THE DBS LICENSED SHOP. IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER T 5-A, 2018 NDS SUPP. 7.PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION. 2018 NDS. 8.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION SHEATHING IS 4 INCHES ON CENTER OR LESS. (1707.3) 9.CONTROLLED ACTIVITY INSPECTION IS REQUIRED FOR (BUILDINGS OVER 5 STORIES) (BUILDINGS OVER 50,000 SF FT OF GROUND FLOOR AREA) (BUILDINGS OVER 200,000SF FT. OF FLOOR AREA) 1704.19. 10.THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE DBS, DEVELOPMENT SERVICES, IN THE CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION. 11.A COPY OF THE ARCADIA RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 12.PROVIDE SPECIAL INSPECTION FOR THE EPOXY BOLTS. -SIMPSON STRONG-TIE(A SERIES, A34, A35, LTP4, LTP5, FC, HH, L, LS AND Z STRUCTURAL ANGLES, CLIPS AND PLATES FOR WOOD FRAMING ER-112 CITY OF LA RR#25814 -SIMPSON STRAP (CMST, MST, HST AND LSTA) ESR-2105 CITY OF LA RR#25713 -SIMPSON HOLD-DOWN (HDU, HDQ8, HHDQ AND PHD)ESR-2330 CITY OF LA RR#25720 -SIMPSON CCQ & ECCQ ESR-2604 CITY OF LA RR#25714 -SIMPSON SET-XP EPOXY ESR-2508 CITY OF LA RR#25744 -SIMPSON TITAN HD ESR-2713 CITY OF LA RR#25741 -SIMPSON STRONG-WALL ESR-2652 CITY OF LA RR#25730 -HARDY FRAME PANEL AND HARDY FRAME BRACE ESR-2089 CITY OF LA RR#25759 -MICROLLAMS, PARALLAMS, TIMBERSTRAND ESR-1387 CITY OF LA RR#25202 -OPEN-WEB TRUSS (REDBUILT)ESR-1774 CITY OF LA RR# -TJI TRUSS JOIST ESR-1153 CITY OF LA RR# ABBREVIATIONS RESEARCH REPORTS SHEET INDEX S100 GENERAL NOTES & INFO. TABLE 2304.10.1 DESCRIPTION OF BUILDING ELEMENTS 1. Blocking between ceiling joists, rafters or trusses to top plate or other framing below 3-8d common(2 12"x0.131"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails Roof Each end, toenail 2-8d common(2 12"x0.131") 2-3"x0.131" nails Each end, toenail End nail Blocking between rafters or truss not at the wall top plate, to rafter or truss 2-16d common(3 12"x0.162") 3-3"x0.131" nails NUMBER AND TYPE OF FASTENER SPACING AND LOCATION End nail16d common(3 12"x0.162") @ 6"o.c 3"x0.131" nails @ 6"o.cFlat blocking to truss and web filler Face nail 3-8d common (2 12"x0.131"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails 2. Ceiling joists to top plate Face nail 3-16d common (3 12"x0.162"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails 3. Ceiling joist not attached to parallel rafter. laps over partitions (no thrust) (see Section 2308.7.3.1, Table 2308.7.3.1) Face nailPer Table 2308.7.3.14. Ceiling joist attached to parallel rafter (heel joint) (see Section 2308.7.3.1, Table 2308.7.3.1) Face nail 3-10d common (3"x0.148"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails 5. Collar tie to rafter Face nail 3-10d common (3"x0.148"); or 3-16d box (3 12"x0.135"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails 6. Rafter or roof truss to top plate (see Section 2308.7.5, Table 2308.7.5) End nail 2-16d common (3 12"x0.162"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails Toenail 3-10d common (3 12"x0.148"); or 3-16d box (3 12"x0.135"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails 7. Roof rafters to ridge valley or hip rafters; or roof rafter to 2-inch ridge beam 24"o.c. face nail16d common (3 12"x0.162"); 16"o.c. face nail10d box (3"x0.128"); or 3"x0.131" nails 8. Stud to stud (not at braced wall panels) 16"o.c. face nail16d common (3 12"x0.162"); or 12"o.c. face nail16d common (3 12"x0.135"); or 12"o.c. face nail3"x0.131" nails 9. Stud to stud and abutting studs at intersecting wall cornets (at braced wall panels) 16"o.c. each edge, face nail16d common (3 12"x0.162"); or 12"o.c. each edge, face nail16d box (3 12"x0.135")10. Built-up header (2" to 2" header) Toenail4-8d common (2 12"x0.131"); or 4-10d box (3"x0.128")11. Continuous header to stud 16"o.c. face nail16d common (3 12"x0.162"); or 12"o.c. face nail10d box (3"x0.128"); or 3"x0.131" nails 12. Top plate to top plate Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) 8-16d common (3 12"x0.162"); or 12-10d box (3"x0.128"); or 12-3"x0.131" nails13. Top plate to top plate, at end joints 16"o.c. face nail16d common (3 12"x0.162"); or 12"o.c. face nail16d box (3 12"x0.135"); or 3"x0.131" nails 14. Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) 16"o.c. face nail 2-10d common (3 12"x0.162"); or 3-10d box (3 12"x0.135"); or 4-3"x0.131" nails 15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels Toenail 4-8d common (2 12"x0.131"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails End nail 2-16d common (3 12"x0.162"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails 16. Stud to top or bottom plate End nail 2-16d common (3 12"x0.162"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails 17. Top or bottom plate to stud Face nail 2-16d common (3 12"x0.162"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails 18. Top plates, laps at corners and intersections Wall Face nail 2-8d common (2 12"x0.131"); or 2-10d box (3"x0.128"); or 2-3"x0.131" nails 19. 1" brace to each stud and plate Face nail2-8d common (2 12"x0.131"); or 2-10d box (3"x0.128") 20. 1"x6" sheathing to each bearing Face nail3-8d common (2 12"x0.131"); or 3-10d box (3"x0.128") 21. 1"x8" and wider sheathing to each bearing Floor 22. Joist to sill, top plate, or girder 3-8d common(2 12"x0.131"); or floor 3-10d box (3"x0.128"); or 3-3"x0.131" nails Toenail 23. Rim joist, band joist, or blocking to top plate, sill or other framing below 8d common(2 12"x0.131"); or 10d box (3"x0.128"); or 3"x0.131" nails 6"o.c. toenail Face nail2-8d common (2 12"x0.131"); or 2-10d box (3"x0.128")24. 1"x6" subfloor or less to each joist Face nail2-16d common (3 12"x0.162")25. 2" subfloor to joist or girder Each bearing, face nail2-16d common (3 12"x0.162")26. 2" planks (plank & beam - floor & roof) 24"o.c. face nail at top and bottom staggered on opposite sides 10d box (3"x0.128"); or 3"x0.131" nails Ends and at each splice, face nail And: 2-20d common (4"x0.192"); or 3-10d box (3"x0.128"); or 3-3"x0.131" nails 32"o.c. face nail at top and bottom staggered on opposite sides20d common (4"x0.192") 27. Built-up girders and beams. 2" lumber layers 28. Ledger strip supporting joists or rafters 3-16d common(3 12"x0.162"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails Each joist or rafter, face nail 29. Joist to band joist or rim joist 3-16d common(3 12"x0.162"); or 4-10d box (3"x0.128"); or 4-3"x0.131" nails End nail 30. Bridging or blocking to joist, rafter or truss 2-8d common(2 12"x0.131"); or 2-10d box (3"x0.128"); or 2-3"x0.131" nails Each end, toenail Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing. 6d common or deformed (2"x0.113") (subfloor and wall) Edges (inches) Intermediate supports (inches) 6 12 8d box or deformed (2 12"x0.113") (roof)6 12 2 38"x0.113" nail (subfloor and wall)6 12 2 38"x0.113" nail (roof)4 8 31. 38" - 12" 8d common (2 12"x0.131"); or 6d deformed (2"x0.113")6 12 2 38"x0.113" nail 4 8 32. 1932" - 34" 10d common (3"x0.148"); or 8d deformed (2 12"x0.131")6 1233. 78" - 1 14" Other exterior wall sheathing 1 12" galvanized roofing nail (716" head diameter)34. 12" fiberboard sheathingb 3 6 1 34" galvanized roofing nail (716" diameter head)35. 2532" fiberboard sheathingb 3 6 Wood structural panels, combination subfloor underlayment to framing 8d common (2 12"x0.131"); or 6d deformed (2"x0.113")6 1236. 34" and less 8d common (2 12"x0.131"); or 8d deformed (2 12"x0.131")6 1237. 78" - 1" 10d common (3"x0.148"); or 8d deformed (2 12"x0.131")6 1238. 1 18" - 1 14" Panel siding to framing 6d corrosion-resistant siding (1 78"x0.106"); or 6d corrosion-resistant casing (2"x0.099")39. 12" or less 6 12 8d corrosion-resistant siding (2 38"x0.128"); or 8d corrosion-resistant casing (2 12"x0.113")40. 58"6 12 Interior paneling 4d casing (1 12"x0.080"); or 4d finish (1 12"x0.072")6 1241. 14" 6d casing (2"x0.099"); or 6d finish (Panel supports at 24 inches)42. 38"6 12 WOOD FRAMES - (FASTENING SCHEDULE) PER CBC CODE SECTION 1704.6, STRUCTURAL OBSERVATIONS SHALL BE PROVIDED FOR STRUCTURES WHERE CERTAIN CONDITIONS LISTED IN 1704.6.1 EXIST. PER CBC / LABC CODE SECTION 1704.6.,THIS PROJECT DOES NOT SATISFY ANY OF THE FOLLOWING REQUIREMENTS: ·THE STRUCTURE IS CLASSIFIED AS RISK CATEGORY III OR IV. ·THE STRUCTURE IS A HIGH-RISE BUILDING. ·THE STRUCTURE IS ASSIGNED TO SEISMIC DESIGN CATEGORY E, AND IS GREATER THAN TWO STORIES ABOVE THE GRADE PLAN. PER CBC CODE SECTION 1704.6., STRUCTURAL OBSERVATIONS IS NOT REQUIRED FOR THIS PROJECT. STRUCTURAL OBSERVATIONS CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S202 3RD FLOOR FRAMING PLAN S203 ROOF FRAMING PLAN S320 DETAILS (STEEL) S330 HFX1 S331 HFX2 S332 HFX3 STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF THE STRUCTURAL OBSERVER PROJECT ADDRESS: Description of Work: Owner:Architect:Engineer: STRUCTURAL OBSERVATION (only checked items are required) Firm or Individual to be responsible for the Structural Observation: Name:Calif. Registration: FOUNDATION WALL FRAME DIAPHRAGM Footing, Stem Walls, Piers Concrete 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. Signature Date Mat Foundation Caisson, Piles, Grade Beams Stepp'g/ Retain'g Foundation, Hillside Special Anchors Others: Masonry Wood Others: Steel Moment Frame Steel Braced Frame Concrete Moment Frame Masonry Wall Frame Others: Concrete Others: Steel Deck Wood PERMIT APPL. NO.: XIA STRUCTURAL ENGINEERS, INC.213-400-8633 S-7144Phone: XIA STRUCTURAL ENGINEERS, INC. STRUCTURAL OBSERVATIONS PERIODIC STRUCTURAL OBSERVATIONS SHALL BE PROVIDED BY EVEREST ENGINEERING, INC., PER THE FORM BELOW. CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS IN ADVANCE FOR REQUIRED OBSERVATIONS. 1025 La Cadena Ave, Arcadia, CA 91007 NEW BUILDING Code Program Committee I-3: Structural Observation ARCADIA Regional Uniform S321 DETAILS (STEEL) 1.SOIL REPORT WAS PREPARED BY (CO. NAME) ENVIRONMENTAL GEOTECHNOLOGY LABORATORY, INC. (FILE NO.) 21-203-008GE (DATE) APRIL 7, 2023 (TEL.) (626) 263-3588 2.ALLOWABLE FOUNDATION PRESSURE USED IN THE DEVELOPMENT AND DESIGN OF FOOTING IS 1800 PSF PER SOIL REPORT. 3.ALL EARTHWORK SHALL BE DONE ACCORDING TO SOILS REPORT ATTACHED. 4.FOUNDATIONS SHALL BE THE SIZE AND TYPE AS INDICATED ON THE DRAWINGS. 5.ALL EXCAVATIONS ARE TO BE INSPECTED AND APPROVED BY A SOILS ENGINEER PRIOR TO THE PLACEMENT OF ANY FILL OR REINFORCING STEEL. 6.SUBSOIL BELOW SLABS AND FOOTINGS SHALL BE PRESOAKED FOR 48 HOURS PRIOR TO PLACING CONCRETE. 7.CONCRETE CONTRACTOR TO INSURE A TRUE LEVEL FOUNDATION PRIOR TO PLACING CONCRETE. 8.CONCRETE CONTRACTOR TO VERIFY AND LOCATE ALL DOOR OPENING AND AVOID PLACEMENT OF ANCHOR BOLTS IN THESE LOCATION. 9.ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 10.THE CONCRETE CONTRACTOR SHALL BACKFILL ALL RETAINING WALLS. 11.CONCRETE CONTRACTOR TO FURNISH BOLTS, NETTING AND STEEL AS REQUIRED BY THE CONCRETE DETAILS AND DRAWING. 12.SEISMIC DESIGN SHALL BE BASED ON SOIL PROFILE TYPE SD, AS RECOMMENDED. 13.FOOTINGS SHALL BE EMBEDDED ENTIRELY EITHER ON NATURAL SOIL OR RECOMMENDED BEARING MATERIAL. 14.THE BUILDING DESIGN SHALL INCORPORATE PROVISIONS FOR ANTICIPATED DIFFERENTIAL SETTLEMENTS IN EXCESS OF ONE-FOURTH INCH. 15.THE SOILS ENGINEER SHALL INSPECT ALL EXCAVATIONS TO DETERMINE THAT CONDITIONS ANTICIPATED IN THE REPORT HAVE BEEN ENCOUNTERED AND TO PROVIDE ANY RECOMMENDATIONS FOR THE CORRECTION OF HAZARDS FOUND DURING FOUNDATION EXCAVATIONS. 16.ALL MAN-MADE FILL SHALL BE COMPACTED TO A MINIMUM 90 PERCENT OF MAXIMUM DRY DENSITY OF THE FILL MATERIAL PER THE LATEST VERSION OF ASTM D 1557. WHERE COHESION LESS SOIL HAS LESS THAN 15 PERCENT FINER THAN 0.005 MILLIMETERS USED FOR FILL, IT SHALL BE COMPACTED TO MINIMUM OF 95 PERCENT RELATIVE COMPACTION BASED ON MAXIMUM DRY DENSITY. PLACEMENT OF GRAVEL IN LIEU OF COMPACTED FILL IS ALLOWED ONLY IF COMPLYING WITH SECTION 91.7011.3 OF THE CODE. 17.PRIOR TO POURING OF CONCRETE, A REPRESENTATIVE OF THE CONSULTING SOILS ENGINEER SHALL INSPECT AND APPROVE THE FOOTING EXCAVATIONS. 18.A STRUCTURE SHALL BE CONSIDERED SURCHARGING AN EXCAVATION IF THE STRUCTURE IS LOCATED WITHIN A HORIZONTAL DISTANCE FROM THE TOP OF THE EXCAVATION EQUAL TO THE DEPTH OF THE EXCAVATION. 19.ALL ROOF AND PAD DRAINAGE SHALL BE CONDUCTED TO THE STREET IN AN ACCEPTABLE MANNER. 20.PRIOR TO EXCAVATION, AN INITIAL INSPECTION SHALL BE CALLED AT WHICH TIME THE SEQUENCE OF SHORING (IF REQUIRED) PROTECTION FENCES AND TRAFFIC CONTROL WILL BE SCHEDULED. 21.IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED. BENT DOWELS SIZE TO MATCH TYP. REINF. BOT. REINF. 18" MIN. LAP BENT DOWELS SIZE TO MATCH TYP. REINF. TOP. REINF. BENT DOWELS SIZE TO MATCH TYP. REINF. TYP. 0" TY P . 0" 36 BAR Ø 18" MIN. LAP 36 BAR Ø 36 BAR Ø 36 BAR Ø BOT. REINF.TOP. REINF. 18" MIN. LAP 18" MIN. LAP 1 39 TYP. #4@16" E.W. FINISH GRADE OR 1 2 1-#4 3 SIDES CONT SLOPE 1" MIN PAVING SEE CIVIL DWGS EXPANSION JOINT SEE ARCH FINISH SEE DWGS COL BASE PLATE EXPANSION JOINT SEE PLAN/COL SCH CONCRETE AFTER COLUMN IS SET TS/WIDE FLANGE CONST. JOINT OR CONTROL JOINT GROUT COL BASE PLATE SEE PLAN/COL SCH FOR SIZE SEE DET. EXPANSION JOINT - E 1 FILL WITH IN PLACE TS/WIDE FLANGE COLUMN IS SET CONCRETE AFTER - - SEE DET. 1 B C FILL WITH IN PLACE FOR SIZE EDGE OF CONC SLAB - GROUT DET. SEEE PREMOLDED JOINT FILLER 3/4" PLAIN BAR KEY 1/3 SLAB THICKNESS GREASE ONE END JOINT SEALANT TOOLED EDGE 1 6 VERIFY EXTENT & LOCATION OF ALL FLOOR DEPRESSION WITH ARCH DWGS. NOTE: 1/2" 3/ 4 " SEE ARCH. DWGS 8" MIN. SE E A R C H . D W G 6" 1'- 6 " M I N . 1'-6" 2'-0" 4" M A X . 1/2"JOINT SEALANT TOOLED EDGE 2" CLR. TYP. 3" TY P . 3" TY P . 3/4 " EXPANSION JOINT AND UNDERLAYMENT (CAPILLARY BREAK) EXTERIOR CONSTRUCTION JOINT INTERIOR DEPRESSED SLAB STOOP 3A 3B 3D 3F 3G 3H TYP. CONC. SLAB ON GRADE SECTION CONC. SLAB ON GRADE SEE PLAN CONC. SLAB ON GRADE SEE PLAN CONC. SLAB ON GRADE SEE PLAN TYPICAL SLAB ON GRADE JOINT DETAILS TYPICAL STRAIGHT AND HOOKED EMBEDMENT LENGTH SCHEDULE TYPICAL REINFORCING GRADE 60 SPLICE SCHEDULE SPLICE OR LAPPING BAR OF 2 BARS DETERMINING APPROPRIATE CATEGORY CS CS 3 BAR BUNDLE WITH (dbe) DERIVED FROM THE EQUIVALENT TOTAL AREA BUNDLE LAP SPLICES SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SPLICE LENGTH SEE NOTE 6 SEE NOTE 6 SEE NOTE 6 SEE NOTE 6 <ALT. 1> <ALT. 2> <ALT. 1> <ALT. 2> 2 BAR BUNDLE SPLICE DETAILS 3 BAR BUNDLE SPLICE DETAILS NOTE: BARS SHALL BE BUNDLED WITH NO MORE THAN TWO BARS 1.FOR SHEAR WALLS, USE LAP CLASS SWL UNLESS NOTED OTHERWISE. REFER ALSO TO "TYPICAL SHEAR WALL LAP DETAILS" AND "TYPICAL SHEAR WALL BOUNDARY REINFORCING DIAGRAM". 2.TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 3.BOTTOM BARS ARE ALL VERTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12" OF CONCRETE CAST BELOW HORIZONTAL BARS. 4.FOR LIGHTWEIGHT CONCRETE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.3. 5.FOR GRADE 75 REINFORCING MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.25. 6.FOR 2 BAR BUNDLE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.20. FOR 3 BAR BUNDLE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.33. 7.FOR BUNDLED BARS, AN EFFECTIVE BAR DIAMETER SHALL BE USED FOR DETERMINING COVER AND SPACING LIMITATIONS. A. FOR 2 BAR BUNDLE dbe = 1.60 B. FOR 3 BAR BUNDLE dbe = 1.95 (BAR AREA) (BAR AREA) REINFORCING SPLICE NOTES IN THE SAME PLANE ( , , ). FACE OF CONCRETE OUTSIDE FACE OF CONFINING TIES @ SEISMIC HOOK FACE OF CONC. OR POUR JOINT @ STANDARD HOOK 2 1/2" MIN. 4db 4db 5db db db 2" CLR. #3 THRU #8 12 d b LENGTH EMBEDMENT #9, #10 AND #11 OUTSIDE FACE OF TIE OUTSIDE FACE OF TIE STRAIGHT BARS AT A JOINT (SEISMIC ONLY) LCC LENGTH OF CONFINED CORE OR BOUNDARY OF A COLUMN ELEMENT NOTE: (EMBEDMENT LENGTH - LCC) * 1.6 135° STIRRUP/ TIE HOOK D *.D= 4d: #3 ~ #5 6d: #6 ~ #8 8d: #9 ~ STANDARD HOOK DETAILS 1.TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS 2.BOTTOM BARS ARE ALL VERTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12" OF CONCRETE CAST BELOW HORIZONTAL BARS. 3.FOR LIGHTWEIGHT CONCRETE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.3. 4.FOR GRADE 75 REINFORCING MULTIPLY THE LENGTHS IN THE SCHEDULE 1.25. 5.FOR 3 BAR BUNDLE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.20. FOR 4 BAR BUNDLE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.33. 6.FOR BUNDLED BARS, AN EFFECTIVE BAR DIAMETER SHALL BE USED FOR DETERMINING COVER AND SPACING LIMITATIONS. A. FOR 2 BAR BUNDLE dbe = 1.60 B. FOR 3 BAR BUNDLE dbe = 1.95 C. FOR 4 BAR BUNDLE dbe = 2.26 (BAR AREA) REINFORCING EMBEDMENT NOTES (BAR AREA) (BAR AREA) 1.ALL HOOKED BARS SHALL EXTEND AS FAR AS POSSIBLE TO THE OPPOSITE FACE WITH A MINIMUM 2: END COVER AND EMBEDMENT NOT LESS THAN THE SCHEDULE. 2.MINIMUM SIDE COVER = 2 1/2" 3.FOR WALL FOOTING DOWEL EMBEDMENT LENGTHS SEE "TYPICAL CONCRETE WALL DOWEL EMBEDMENT AND LAP SCHEDULE". NOTE: 1.STRAIGHT BARS TERMINATED AT A JOINT SHALL PASS THROUGH THE CONFINED CORE OF A SEISMIC COLUMN OR BOUNDARY ELEMENT. ANY PORTION OF THE STRAIGHT EMBEDMENT NOT WITHIN THE CONFINED CORE SHALL BE INCREASED BY A FACTOR OF 1.6. D 1:6 MAXIMUM SHOP OFFSET BEND TYPICAL LAP SPLICES SPLICE UNLESS NOTED OTHERWISE NON-CONTACT LAP 6" M A X . SPLICE db CS = CLEAR SPACING STAGGERED SPLICING LENGTH LENGTH 1 1 / 2 " M I N . TYPICAL CLASS B #3 TOP OTHER 3000 CONCRETE f'c PSI WEIGHT NORMAL B 4000 5000 CLASS 28 22 25 19 22 17 #4 TOP OTHER 38 29 33 25 29 23 #5 TOP OTHER 47 36 41 31 36 28 #6 TOP OTHER 56 43 49 37 44 34 #7 TOP OTHER 81 63 71 54 63 49 #8 TOP OTHER 93 72 81 62 72 56 #9 TOP OTHER 105 81 91 70 81 63 #10 TOP OTHER 118 91 102 79 92 71 #11 TOP OTHER 131 101 114 87 102 78 LAP CLASS #3 TOP OTHER 3000 CONCRETE f'c PSI WEIGHT NORMAL 4000 5000 3000 4000 5000 17 15 13 23 16 21 15 21 15 #4 TOP OTHER 29 25 23 30 22 26 19 23 17 #5 TOP OTHER 36 31 28 37 27 32 23 29 21 #6 TOP OTHER 43 37 34 45 32 39 28 35 25 #7 TOP OTHER 63 54 49 52 37 45 32 40 29 #8 TOP OTHER 72 62 56 59 43 52 37 46 33 #9 TOP OTHER 81 70 63 67 48 58 42 52 37 #10 TOP OTHER 91 79 71 75 54 65 47 59 42 #11 TOP OTHER 101 87 78 84 60 73 52 65 47 CATEGORY/ DESCRIPTION 3000 4000 5000 3000 4000 5000OR S H E A R W A L L ST A N D A R D SE I S M I C AL L OT H E R S FR A M E C O L . BO U N D A R Y IN S E I S M I C AN C H O R E D HO O K ST A N D A R D SE I S M I C OR S H E A R W A L L AL L OT H E R S FR A M E C O L . BO U N D A R Y IN S E I S M I C AN C H O R E D ST R A I G H T B A R ST R A I G H T T E N S I O N EM B E D M E N T HO O K E M B E D M E N T DE V E L O P M E N T TY P E 6 6 6 6 6 6 22 19 17 22 19 17 28 24 22 33 29 26 48 42 38 55 48 43 62 54 48 70 61 54 78 67 60 8 7 6 9 8 7 10 9 8 11 10 9 12 10 9 13 11 10 14 12 11 15 13 12 16 14 12 17 15 14 18 15 14 19 17 15 20 17 16 22 19 17 22 19 17 24 21 19 PROVIDE METAL SLEEVES WITH I.D. 2" GREATER THAN THE O.D. OF THE PIPE DIA OF THE PIPE A MIN INSIDE DIA OF 1/2" MORE THAN THE OUTSIDE POURED AND SHALL HAVE PLACED BEFORE CONC IS PIPE SLEEVES SHALL BE RUN THROUGH A FOOTING NO PIPES SHALL WHERE PIPES ARE LOWER THAN 3'-0" BELOW THE BOTTOM OF A FOOTING OMIT CONC. FILL 1'-6" MIN. 6" M I N . 4" M I N . 2" M I N . FOOTING BOTTOM OF WALL CONC BEFORE FTG IS POURED FILL WITH MASS OPEN TRENCH 1 2 NO EXCAVATION BELOW THIS LINE 1'-6" MIN. NOT BE UNDERMINED SO THAT FOOTINGS WILL LOCATE PIPE TRENCH TRENCH BACKFILLED PIPE IN PIPE SLEEVE 2-1 1/2"X3/16" PL RING IN WALLS OVER 8" THICK. AT C OF WALL 8" OR LESS USE ONLY ONE PL RING L 3" TYP. TYP.1/8" TYP. PIPE SLEEVE DETAIL "A" SECTION 2 18" 24"@16" O.C. #4 DOWELS SLAB ON GRADE SEE PLAN SEE PLAN 3" C L R 24 " (IN T O R E C O M M E N D E D BE A R I N G M A T E R I A L ) "A" 3E 6" STOP ALTERNATE BARS EA SIDE OF SAW CUT JOINT 5/8" X 2'-0" PLAIN BAR MATCH SLAB REINF. PAINT DOWELS. SPACING TO & GREASE ONE END JOINT SEALER SAW CUT GROOVE 1/8" FORMED OR KE Y 1 / 3 S L A B TH I C K N E S S CONTROL JOINT3C CONC. SLAB ON GRADE SEE PLAN TYP. 1-#4 3 SIDES CONT 8" MIN. 1'- 6 " M I N . 6" CONC. SLAB ON GRADE SEE PLAN FINISH GRADE OR PAVING SEE CIVIL DWGS SLAB ON GRADE EDGE DETAIL3I FOOTING SECTION3J FTG. REINF. @ CORNERS AND INTERSETCTIONS 4 3'-0" MINIMUM3" CLEAR24" LAP FOOTINGBOTTOM OF TOP BARWHERE OCCURS. 3" CLEAR 3" C L E A R t 24" LAP RE-BAR SAME SIZE AS FOOTING RE-BAR t (MINIMUM) 3" CLEAR t 24" LAP FOOTINGMA X . 1'- 6 "BOT. OF *. USE STEPPED FOOTING WHERE FOOTING SLOPE IS OVER 2% 6TYP. STEPPED FOOTING DETAIL 3" C L E A R 3" C L E A R TYP. #4 CONT. 3 SIDES 8" MIN. 24 " M A X . 6" DEPRESSED SLAB3K CLASS "B" SPLICE PREMOLDED JOINT FILLER FACE OF WALL 1/2" 2"TY P . CONC. SLAB ON GRADE SEE PLAN & ISOLATION JOINT3LTYP. CONC. SLAB ON GRADE SECTION CONC. SLAB ON GRADE SEE PLAN TH I C K N E S S O F SL A B O N G R A D E PE R P L A N EQ . EQ . VAPOR BARRIER 4" THICK LAYER OFGRAVEL (1/2" OR LARGER) REBAR PER PLAN CLASS "B" SPLICE SEE FOUNDATION PLAN CONT. REBAR (T&B) SEE PLAN CONT. WALL FOOTING PAD FOOTING 3" C L R 3" C L R TYP. ISOLATED & CONT. FOOTING CONNECTION 5 S110 TYP.DETAILS CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S120 TYP.DETAILS STUDS [ NON-BEARING STUDS ] BORE 60%2x4 STUD-2 1/8" MAX. 2x6 STUD-3 5/16" MAX. STUDS [ BEARING STUDS ] NOTCH 25% MAX.2x4 STUD-7/8" MAX. 2x6 STUD-1 3/8" MAX. 5/8" MIN. BORE 40%2x4 STUD-1 7/16" MAX. 2x6 STUD-2 3/16" MAX. NOTCH 40% MAX.2x4 STUD-1 7/16" MAX. 2x6 STUD-2 3/16" MAX. 5/8" MIN. 112"M A X . 312"MAX.1'-0"MIN. 112"M A X . TOP OR SILL PLATE 1 1/4"ØMAX. BORED HOLE 1 1/4"x16GA. 15" LONG STRAP W/(6)-10d COMMON NAILS EA. END @EA. NOTCHES MIN. 6'-0" O.C. PLATE (STRAP NOT REQUIRED FOR SILL PALTE) 2" M A X . 512"MAX.1'-0"MIN. 212"M A X . TOP OR SILL PLATE 2"ØMAX. BORED HOLE 1 1/4"x16GA. 21" LONG STRAP W/(8)-10d COMMON NAILS EA. END @EA. NOTCHES MIN. 6'-0" O.C. PLATE (STRAP NOT REQUIRED FOR SILL PALTE) 3" M A X . 512"MAX.1'-0"MIN. 312"M A X . TOP OR SILL PLATE 3"ØMAX. BORED HOLE 1 1/4"x16GA. 30" LONG STRAP W/(11)-10d COMMON NAILS EA. END @EA. NOTCHES MIN. 6'-0" O.C. PLATE (STRAP NOT REQUIRED FOR SILL PALTE) 2x8 OR 3x8 SILL PLATE 2x8 DBL. TOP PLATE, 2x6 OR 3x6 SILL PLATE 2x6 DBL. TOP PLATE, 2x4 OR 3x4 SILL PLATE 2x4 DBL. TOP PLATE, 7" MIN. TYP. 4"1 1/2" 1 1/2" MIN. 1 1 / 2 " 1/4" BENT PL. W/(2)-BOLTS @EA. END SEE NOTE #3 PLYWOOD SHEATHING SEE PLAN W C OF BOLTS & TOP PL.L 3" NOTES: 1.NO TOP PLATE SPLICE TO OCCUR WITHIN 6'-0" OF PIPE. 2.DETAIL APPLIES WHERE DRILLED HOLE EXCEEDS 2/3 W OR TOP PLATE IS INTERRUPTED. 3.AT 2x4 TOP PLATE USE 3/4"Ø BOLTS. AT 2x6 TOP PLATE USE 1"Ø BOLTS. 4.USE SIMILAR SPLICE FOR SPLICE OF INTERRUPTED BOTTOM PLATE. [ TOP VIEW ] [ SIDE VIEW ] PIPE 2x F.J. SEE PLAN SIMPSON A35 [ PARALLEL ] 2x BLOCKING @48" O.C. WD. STUDS SEE PLAN WD. STUDS SEE PLAN 2x F.J. SEE PLAN 2x BLOCKING WD. STUDS SEE PLAN WD. STUDS SEE PLAN [ PERPENDICULAR ] @32" O.C. 2x RIM JOIST 2x F.J. SEE PLAN 2x SILL PLATE W/2-16d @16" O.C. SIMPSON A35 @32" O.C. [ PARALLEL ] 2x BLOCKING @48" O.C. WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN [ PERPENDICULAR ] 2x BLOCKING SIMPSON A35 @32" O.C. 2x F.J. SEE PLAN 3-16d 2x RIM JOIST 2x BLOCKING @48" O.C. 4"4" 2x SILL PLATE W/2-16d @16" O.C. SIMPSON A35 @32" O.C. HEADER HEADER 3" MAX. 4'-0" < OPENING ≤ 8'-0"OPENING ≤ 4'-0" 3" MIN. 12"MAX. B3, B4 -TYP. 2-2x WINDOW SILLTRIMMERS PER SCHEDULE 3-16d @ 4x4 & 4x6 KING STUDS PER SCHEDULE "A34", TYP. ONLY AT EXTERIOR WALLS 4-16d @ ALL OTHERS AT ALL STUDS PER FASTENING SCHEDULE CBC 2304.10.1 OR (2)-16d FACE NAILS (2)-8d TOE NAILS EA. FACE OF STUD ON TOP OF CONCRETE SURFACE ON TOP OF WOOD FRAMED FLOOR SILL PLATE WOOD STUDS SEE PLAN 2x BLOCKING TYP. (2)-16d NAILS TYP. 16d NAILS @16"O.C. TYP.DBL. TOP PLATE "A34", TYP. ONLY AT EXTERIOR WALLS ROOF OPENING WIDTH "W" x4 STUDS x6 STUDS MIN. HEADER SIZE 4'-0" TO 6'-0"4x6 #2 6x6 #2 FLOOR 6'-0" TO 8'-0"4x8 #2 6x8 #2 <= 4'-0"4x8 #2 6x8 #2 4'-0" TO 6'-0"4x10 #2 6x8 #2 6'-0" TO 8'-0"4x12 #1 6x10 #1 PUBLIC AREA <= 4'-0"4x6 #2 6x6 #2 <= 4'-0"4x10 #2 6x8 #2 4'-0" TO 6'-0"4x12 #1 6x10 #2 6'-0" TO 8'-0"PSL 3.5x9.25 2.0E 6x12 #1 OPENING WIDTH "W" x4 STUDS x6 STUDS MIN. HEADER SIZE 4'-0" TO 6'-0"4x6 #2 6x6 #2 6'-0" TO 8'-0"4x6 #2 6x6 #2 8'-0" TO 10'-0"4x8 #2 6x8 #2 <= 4'-0"4x4 #2 6x6 #2 "A34", TYP. ONLY AT EXTERIOR WALLS TYPICAL STUD WALL FRAMING ELEVATIONA 2x WINDOW SILL B5 -TYP. B1, B2 -TYP. BEARING HEADER SCHEDULE U.N.O.NON-BEARING HEADER SCHEDULE U.N.O.CD E PER SCHEDULE EXTERIOR SECTION AT FLOOR LEVEL B1 B2 B3 B4 EXTERIOR SECTION AT ROOF LEVEL INTERIOR SECTION AT ROOF LEVEL INTERIOR SECTION AT FLOOR LEVEL SECTIONS AT BASE OF STUD WALLSB5 TYPICAL SHEAR WALL SECTIONSB 2x F.J. SEE PLAN SIMPSON A35 [ PARALLEL ] 2x BLOCKING @48" O.C. WD. STUDS SEE PLAN 2x F.J. SEE PLAN SIMPSON A35 2x BLOCKING WD. STUDS SEE PLAN [ PERPENDICULAR ] @32" O.C. @32" O.C. 2x RIM JOIST 2x F.J. SEE PLAN [ PARALLEL ] WD. STUDS SEE PLAN [ PERPENDICULAR ] 2x BLOCKING 2x F.J. SEE PLAN 3-16d 2x RIM JOIST 2x BLOCKING @48" O.C.4"4" WD. STUDS SEE PLAN SIMPSON A35 2x BLOCKING @48" O.C. @32" O.C. SIMPSON A35 @32" O.C. [ WITHOUT SHEATHING ][ WITH SHEATHING (NON-SHEARWALL) ] 7" M I N . 1 3/4" MIN. 7" M I N . 1 3/4" MIN. 2x TREATED PL. x7" EMB. @48"O.C. W/5/8"Ø A.B. SLAB / CURB / FTG. TOP OF CONCRETE WD. STUDS SEE PLAN CONTINUOUS SLAB (WHERE OCCURS) WOOD STRUCTURAL PANEL (WHERE OCCURS) WD. STUDS SEE PLAN 2x TREATED PL. x7" EMB. @48"O.C. W/5/8"Ø A.B. MIN. 3"x3"x 1/4" SIMPSON BP OR BPS WASHER SLAB / CURB / FTG. TOP OF CONCRETE STUD WALL FRAMING DETAILS 1 48" MIN. LAP 2"1-3/4" O.C. TYP. CONTINUOUS DOUBLE W/ 24-16D EQUALLY SPACED AND STAGGERED SPLICE OVER STUDTOP PLATES BOTT. PL. CONT. AT INTERSECTION STUDS TYP. [ CORNER ][ INTERSECTION ] [ SPILCE ] TYP. TOP PLATES SPLICE AND INTERSECTION DETAILSH TYPICAL PLAN VIEWS 12" O.C. STAGG. 16d NAILS AT 12" O.C. EACH ROW 16d NAILS AT (3 MIN., ONE AT TOP. CENTER AND BOTTOM) 1/2"Ø THREADED STUD BOLTS AT 36" O.C. WHERE STEEL COLUMN OCCURS. SEE NOTE 3. 1. SEE FRAMING PLANS FOR SHEATHING LOCATIONS.NOTES: LET-IN WHERE REQUIRED. 2. STUD SIZE AS SHOWN ON PLANS FOR EACH FLOOR LEVEL. 12" O.C. STAGG. 16d NAILS AT 12" O.C. TYP. 16d NAILS AT 3. WHERE WOOD SHEATHING (PLYWOOD, RATED SHEATHING, ETC.) OCCURS AT STEEL COLUMN, SEE TYP. SHEAR WALL DETAILS FOR MINIMUM THREADED STUD BOLT SIZE, BOLT SPACING AND WOOD MEMBER SIZE. SEE PLANS FOR SPECIFIC ATTACHMENT DETAILS WHERE OCCUR. 12" O.C. STAGG. 16d NAILS AT 12" O.C. STAGG. 16d NAILS AT 12" O.C. TYP. 16d NAILS AT SHEAR WALL (WHERE OCCURS)12" O.C. TYP. 16d NAILS AT TYP. STUD WALL INTERSECTIONSI TYP. NON-BEARING PARTITION WALL DETAILSJ TYP. TOP PLATES SPLICE AND INTERSECTION DETAILSL 2-SIMPSON A35 @OPPOSITE CORNERS SIMPSON CBS 1" M I N . POST BASE TREATED SILL PLATE SEE PLAN WD. POST WD. STUD TOP OF CONCRETE TOP OF CONCRETE SEE PLAN WD. POST WD. POST BASE FOR WOOD POST K2 WOOD POST WITHIN A WALL [ ISOLATED WOOD POST ] TYP. STUD NOTCHINGM L3 L2 L1 EXTERIOR SECTION AT FLOOR LEVELL4 EXISITING NEW (N)2x STUDS @16"O.C. DBL. TOP PLATE (E)2x STUDS 6" 16d @6"O.C. SIMPSON MST37 SIMPSON MSTA36 SIMPSON MSTA36 TYP. STUD NOTCHINGN TYP. TOP PLATES SPLICE AND INTERSECTION DETAILSG DBL. TOP PLATES HEADER HEADER HEADER OPENING EXTERIOR WALL <= 4'-0" <= 8'-0" (1) - TRIMMER (2) - TRIMMER BEARING WALL NON-BEARING (1) - TRIMMER (1) - TRIMMER TRIMMER STUD SCHEDULE U.N.O. WIDTH WALL 6" WALL 4" WALL 6" WALL 4" WALL (2) - TRIMMER (2) - TRIMMER (2) - TRIMMER (2) - TRIMMER (1) - TRIMMER (2) - TRIMMER ALL OPENING WIDTH BEARING WALL - INTERIORBEARING WALL - EXTERIOR <= 6'-0" 6'-0" TO 8'-0" (1) - KING STUD (2) - KING STUD KING STUD SCHEDULE U.N.O. "W" (1) - KING STUD (1) - KING STUD F ROOF "W" FLOOR ANY (1) - TRIMMER (1) - TRIMMER(1) - TRIMMER (1) - TRIMMER (1) - TRIMMER NON-BEARING WALL (1) - KING STUD (1) - KING STUD INTERIOR WALL A -TYP. SOLID JOISTS/ BLK. UNDER TRIMMERS & KING STUD FROM ABOVE, TYP. SOLID JOISTS/ BLK. UNDER TRIMMERS & KING STUD FROM ABOVE, TYP. KING STUDS PER SCHEDULE K1 2x C.J. SEE PLAN WD. STUDS SEE PLAN 2x BLOCKING 2x C.J. SEE PLAN 3-16d 2x RIM JOIST 2x BLOCKING @48" O.C. 4"4" WD. STUDS SEE PLAN SIMPSON A35 @32" O.C. SIMPSON A35 @32" O.C. DRY WALL PER ARCH DRY WALL PER ARCH ON GRADE CONC. SLAB 2x TREATED PL. x2" PENETRATION W/1/4"Ø SHOT PIN @16"O.C. TYP. CEILING JOIST SUPPORTING WALL DETAILSP 2x F.J. OR R.R. SEE PLAN 2x4 STUDS @16"O.C. 12" G A P 2x BLOCKING B.N. 12" G A P 2x F.J. OR R.R. SEE PLAN 2x4 STUDS @16"O.C. SIMPSON STC @48" O.C. 2x SILL PLATE W/(2)-16d SEE PLAN 2x F.J.(2)-2x F.J. OR @16"O.C. @BOTH SIDE @48" O.C. (2)-2x BLOCKING SEE PLAN ON GRADE CONC. SLAB 2x TREATED PL. x2" PENETRATION W/1/4"Ø SHOT PIN @16"O.C. 2x SILL PLATE W/(2)-16d SEE PLAN 2x F.J.(2)-2x F.J. OR @16"O.C. (2)-2x BLOCKING SEE PLAN CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 (SAME WIDTH OF BEAM) MULTI-STUDS OR WD. POST SEE PLAN WD. BEAM DBL. TOP PLATE EACH SIDE 5-16d 6-16d SPLICE BLOCK 1'-0" MIN.1'-0" MIN.6" MIN.6" MIN. WALL BELOW SUPPORTING BEAM OR EACH SIDE, SAME SOLID BLOCKING SIZE AS JOIST U.N.O. TYP. WALL SUPPORT FOR WD. BEAM 4 TYP. JOIST/RAFTER SPLICE AT BEARING WALL 5 BUTT SPLICE LAP SPLICE TYP. WOOD BEAMS AND JOISTS CONNECTIONS 6 NOTES: WD. BEAM SEE PLAN SEE PLAN WD. BEAM WD. BEAM SEE PLAN SEE PLAN WD. BEAM 2x BLOCKING SEE PLAN WD. BEAM @48" O.C. 2x F.J. SEE PLAN2x F.J. SEE PLAN SEE PLAN WD. BEAM SEE SCHEDULE SEE SCHEDULE BEAM TO BEAM CONNECTIONS JOISTS TO BEAM CONNECTIONS SEE PLAN UPPER COLUMN SEE PLAN UPPER COLUMN @BOTH SIDE SIMPSON "MST48" @BOTH SIDE SIMPSON "MST48" SIMPSON "EPCZ" COLUMN CAP SIMPSON "EPCZ" COLUMN CAP SIMPSON "PCZ" COLUMN CAP SIMPSON "PCZ" COLUMN CAP SEE PLAN LOWER COLUMN SEE PLAN LOWER COLUMN SIMPSON MST48 @BOTH SIDE WD. BEAM SEE PLAN OR HDR. (2)-2x TOP PLATE WD. BEAM SEE PLAN OR HDR. TYP. BEAM TO COL. CONNECTION (MULTI-LEVEL)2 ANCHOR @EACH SIDE SIMPSON A35 FRAMING SIMPSON HANGER SEE SCHEDULE SIMPSON CMST 14 ANCHOR @EACH SIDE SIMPSON A35 FRAMING - USE FACE MOUNT HANGER BY DEFAULT UNLESS NOT NOTED OTHERWISE. SEE PLAN WD. BEAM HINGE CONNECTORS SIMPSON HCA SEE PLAN WD. BEAM 1 1/2"4"2 1/2" 1 1 / 2 " 4" 2 1 / 2 " 2 1 / 2 " 2 1 / 2 " 2 1 / 2 " CUSTOM WOOD BEAM L AND T CONNECTION 7 1 1 / 2 " 1 1/2"4"2 1/2" 1 1 / 2 " 4" 2 1 / 2 " 1 1 / 2 " 1 1/2"4"2 1/2" 2 1 / 2 " 2 1 / 2 " 2 1 / 2 " BOLTS PER ROW PROVIDE AS MANY AS BEAM DEPTH ALLOWS TOP VIEW SIDE VIEW 4x BEAMS: USE 1 ROW NUMBER OF ROWS: 6x & LARGER BEAM: USE 2 ROWS 1/4"THK. PL. W/ 3/4"Ø A307 N THRU BOLTS BEND RADIUS =3/8" TY P . TY P . TYP.TYP.TYP.TYP. TYP.TYP. TY P . TY P . WD. BEAM TO WD. BEAM HINGE CONNECTION 8 412" 212"1"1" 412"x412"x14" ST'L. PL. W/(4)-38"Ø LAG SCREW x8" LONG 412" 212" 1" 1" 1/4" BASE PLATE 1 112 " MIN. SIMPSON LTP4 GUARDRAIL @48"O.C. TS 2x2x1/4 6x #2 BLOCKING SIMPSON A34 112" MIN. FULL DEPTH TOTAL (4) SIMPSON LTP4 2x #2 BLOCKING 1" 1" 2x F.J. SEE PLAN 2x F.J. SEE PLAN 6x #2 BLOCKING FULL DEPTH TOTAL (4) "A""A" TYP. METAL GUARD RAIL DETAIL 12 2x F.J. SEE PLAN112 " MIN. 3'- 6 " T Y P . SE E A R C H . GUARDRAIL @48"O.C. TS 2x2x1/4 "A""A" 2x F.J. SEE PLAN112 " MIN. 3'- 6 " T Y P . SE E A R C H . GUARDRAIL @48"O.C. TS 2x2x1/4 6" 4"1"1" 412"x412"x14" ST'L. PL. W/(4)-38"Ø LAG SCREW x8" LONG 412"212" 1" 1" 1/4" BASE PLATE 2 6x WD. BEAM OR 6x RIM JOIST SEE PLAN 4x WD. BEAM OR 4x RIM JOIST SEE PLAN "A""A" 3'- 6 " T Y P . SE E A R C H . 6x #2 BLOCKING FULL DEPTH W/ (8)- SIMPSON A34 BASE PLATE 1 6x #2 BLOCKING FULL DEPTH W/ (8)- SIMPSON A34 BASE PLATE 2 1" 1" 1" 1" SEE PLAN WOOD BEAM OR (2)-2x F.J. 3/4" THK. PLY. AT FLOORS SIMPSON THA HANGER 11" TYP. 7. 5 " MA X . 3/4" PLYWOOD TYP. 3" C L R . 18 " M I N . ON GRADE CONC. SLAB #4 DOWELS @16" O.C. 18" 24" 1'-0" 3/4" PLYWOOD TYP. W/(1)-5/8"Ø M.B. L-4"x4"x1/4" x4" LONG 2x14 TREATED PL. W/(1)-5/8"Ø A.B. x9" EMB. 11" TYP. 7.5 " MA X . WOOD STRINGERS SCHEDULE 2x14 #2 @12" O.C.UP TO 9'-0" (2)-2x14 #2 @12" O.C.UP TO 15'-0" WOOD STRINGERS SEE SCHEDULE WOOD STRINGERS SEE SCHEDULE (2)-#4 BLOCKING @48" O.C. 1 1/2" TIMBERSTRAND LSL 7 1 / 2 " M I N . 7 1/ 2 " MIN . 2x F.J. SEE PLAN STRINGER SIZE SPAN STRINGER TO UPPER FLOOR STRINGER TO LOWER FLOOR STRINGER TO FOUNDATION TYP. WOOD STAIRS DETAIL 9 BASE PLATE 1 112 " MIN. 112" MIN.112" MIN.112" MIN.112" MIN. 10 D ≤D / 6 ≤D / 6 ≤D / 6 ≤D / 6 ≤D / 4 D MIN. D MIN. 2" M I N . 2" M I N . D/ 3 L/3 L/3L/3 L NO NOTCHES IN MIDDLE THIRD OF BEAM NOTES: 1.D = JOIST OR RAFTER DEPTH, L = JOIST OR RAFTER LENGTH 2.HOLES, NOTCHES, AND SLOTS ARE NOT TO BE LOCATED ADJACENT TO UNSOUND OR LOOSE KNOTS. 3.PREFERED LOCATION OF NOTCH IS AT TOP OF MEMBER. NOMINAL 4" ACTUAL D/6 D/4 D/3 3 1/2"9/16"7/8"1 1/8" 6"5 1/2"7/8"1 3/8"1 13/16" 8"7 1/4"1 3/16"1 13/16"2 7/16" 10"9 1/4"1 1/2"2 5/16"3 1/16" 12"11 1/4"1 7/8"2 13/16"3 3/4" 14"13 1/4"2 3/16"3 5/16"4 7/16" NOTCHES AND HOLES IN JOISTS 48" LONG SIMPSON CMST 14 48" LONG TYP. BEAM TO POST CONNECTION 1 4x4, (2)-2x & ALL PSL POSTS "PCZ" OR "EPCZ" 4x6, 6x6, 4x8, 6x8, "CCQ" OR "ECCQ", POST / COLUMN CAPS SCHEDULE POST SIZE POST CAP (SIMPSON STRONG-TIE) BEAM WIDTH ANY ANY ANY CUSTOMIZED OVERSIZED GLULAM BEAM >9 1/4" WIDE STEEL BUCKET OVERSIZED GLULAM BEAM SEE PLAN 2" 3" 2" TY P . SEE PLAN WD. POST 3/8" STEEL BUCKET W/ 3-3/4" THRU BOLTS. 2" 3" 6" 1/4"3" 2" 3" 2" TY P . 6" 3" 2" 2" 3" 1/4" 3" 2" 3" 3/8" STEEL PL. 2 1/2"2 1/2" POST / COLUMN CONNECTION - CAPS SCHEDULE1A OR HDR. WD. BEAM SEE PLAN SIMPSON CAPS SEE TABLE [WOOD BEAM TO WOOD POST] MSTA 24 TYP. BEAM TO POST CONNECTION1B WD. BEAM SEE PLAN SEE PLAN KING. POSTSIMPSON CAPS SEE TABLE CONTINUOUS BEAM WHERE OCCURS SEE PLAN LOW BEAM SEE PLAN KING. POSTSIMPSON CAPS SEE TABLE WD. BEAM SEE PLAN CONTINUOUS BEAM WHERE OCCURS SEE PLAN LOW BEAM TYP. KING POST DETAIL1C OVERSIZED GLULAM BEAM TO POST CONNECTION1D "T" INTERSECTION BEAM AND POST CONNECTION1E [ FRONT VIEW ][ SIDE VIEW ] [ FRONT VIEW ][ SIDE VIEW ] [ TOP VIEW ] [ TOP VIEW ] "CROSS" INTERSECTION BEAM AND POST CONNECTION1F WD. BEAM PER PLAN WD. BEAM PER PLAN SIMPSON "CCTQ" SIMPSON "CCCQ" SEE PLAN WD. POST STEEL BEAM SEE PLAN SEE PLAN WD. POST 1/4" 3/8" BOTH SIDE 3/8" STIFF. C . OF COLUMNL 1/4" PL 3" WIDE W/ 2-5/8" M.B. 7" 3" 112" 4" 3" 112" [STEEL BEAM TO WOOD POST] 4" 3" 112" 1/4" PL 3" WIDE W/ 2-5/8" M.B. 1/4" [ALT. PLATE LOCATION] NOT AFFECT BOLT WILL WALL FINISH DRYWALL 6BBEAM TO BEAM CONNECTIONS6A 6DJOISTS TO BEAM CONNECTIONS6C BEAM TO COL. SIDE FACE MOUNT CONNECTION 3 SIMPSON "MST72" SIMPSON "HUCQ" HANGER WRAPPED AROUND POST SEE PLAN WD. POST WOOD BEAM SEE PLAN WOOD BEAM SEE PLAN SIMPSON "HUCQ" EQ. EQ. HANGER TYP. BEAM TO POST SIDE CONNECTION (HEAVY)A TYP. BEAM TO POST SIDE CONNECTION (LIGHT W/ SIMPSON HH)B SIMPSON "HH" SEE PLAN WD. POST SEE PLAN WD. BEAM OR HEADER S121 TYP.DETAILS 3/4" PLYWOOD TYP. SEE PLAN WOOD BEAM OR (2)-2x F.J. AT LANDINGS 3/4" THK. PLY. 5/8" THK. PLY. AT FLOORS OR SIMPSON HANGER WOOD STRINGERS SEE SCHEDULE 7 1 / 2 " M I N . 11FT MAX. 11" TYP. 7. 5 " MA X . BLOCKING @48" O.C. 1 1/2" TIMBERSTRAND LSL 2x F.J. SEE PLAN CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023JOIST/BEAM HANGER SCHEDULE ALL SAWN LUMBER U.N.O. 2x4 ~ 2x16 (2)-2x4 ~ (2)-2x14 LUS LUS LUS 4x6 ~ 4x14 HUS BEAM SIZE 3 1/2 AND 5 1/4 PSL/LVL/LSL UP TO 11 7/8" DEEP ALL GLULAM (GLB) BEAM U.N.O. MGU HHGU ALL PSL / LVL / LSL BEAMS U.N.O.HGU FACE MOUNT HANGER (F.M.H.) ALL I-JOIST U.N.O. SINGLE I-JOIST TO WOOD BEAM 9 1/4 THRU 16 DEEP MIU IUS (SIMPSON STRONG-TIE PRODUCTS)6E 6x10 ~ 6x14 HUCQ 6x BEAM PARALLEL TO EDGEB 4x BEAM PARALLEL TO EDGEA JOISTS PERPENDICULAR TO EDGEC 2x F.J. OR R.R. SEE PLAN 2x DBL END LENGTH EQ. 2-2x BLOCKING W/E.N. SHEAR WALL SEE PLAN SIMPSON A35 OR SIMPSON LTP4 TYP. SEE SCHED. 2 OR 4x BLOCKING TOP PLATEWD. STUDS SEE PLAN OR WD. COL. DBL. STUD SEE PLAN SIMPSON STRAP SEE SCHEDULE <D/#> SIMPSON STRAP SEE SCHEDULE <D/#> DRAG STRAP SCHEDULE MARK <D/1> <D/2> <D/3> <D/4> CS16 CS14 CMST14 CMST12 1705 2490 6475 9215 MODEL NO.LENGTH ALLOWABLE TENSION(#) SIMPSON STRAP SEE SCHEDULE DBL. TOP PLATE SEE PLAN OR 2-2x R.R. 2x R.R. SEE PLAN 4x WOOD BEAM 2 OR 4x BLOCKING C.J. <D/#> 2TYP. DRAG CONNECTION DETAILS 2x R.R. SEE PLAN SIMPSON A35 OR SIMPSON LTP4 SEE SCHED. 2x BLOCKING DBL. TOP PLATE OR WD. POST (2)-2x STUDS SIMPSON STRAP SEE SCHEDULE <D/#> DBL. TOP PLATE SIMPSON STRAP SEE SCHEDULE 2x BLOCKING OR 4x POST (2)-2x STUDS 2x R.R. SEE PLAN <D/#> SIMPSON A35 OR SIMPSON LTP4 SEE SCHED. 2x F.J. OR R.R. SEE PLAN 2x DBL WOOD BEAM SHEAR WALL SEE PLAN SIMPSON A35 OR SIMPSON LTP4 SEE SCHED. 2 OR 4x BLOCKING TOP PLATE WD. STUDS SEE PLAN OR WD. COL. DBL. STUD SEE PLAN DRAG CONNECTION - HORIZONTALA DRAG CONNECTION - SLOPEDB DRAG CONNECTION - FLAT TO SLOPEDC WOOD BEAM END LENGTH COLLECTING LENGTH: SAME AS END LENGTH U.N.O. ON PLAN 4x OR 2-2x BLOCKING W/E.N. TYP. SIMPSON STRAP SEE SCHEDULE <D/#> 16" 16" 30" 39" END LENGTH DRAG CONNECTION - HORIZONTALD COLLECTING LENGTH: SAME AS END LENGTH U.N.O. ON PLAN COLLECTING 16" U.N.O. 16" U.N.O. 30" U.N.O. 39" U.N.O. BACK LENGTH COLLECTING LENGTH: SAME AS END LENGTH U.N.O. ON PLAN BACK L E N G T H COLLE C T I N G L E N G T H : SAME A S E N D L E N G T H U.N.O. O N P L A N COL L E C T I N G L E N G T H : SAM E A S E N D L E N G T H U.N.O . O N P L A N END L E N G T H COLL E C T I N G L E N G T H : SAM E A S E N D L E N G T H U.N.O . O N P L A N B A C K L E N G T H END LENGTH 4x OR 2-2x BLOCKING W/E.N. TYP. SIMPSON STRAP SEE SCHEDULE <D/#> DRAG CONNECTION - HORIZONTALE SHEAR WALL SEE PLAN S122 TYP.DETAILS (2)-2x R.R. SEE PLAN SIMPSON ST18 SIMPSON ST18 (2)-2x BLOCKING (2)-2x R.R. SEE PLAN 36 " M A X (2)-2x BLOCKING 36" MAX PERPENDICULAR PARALLEL 2x RIP STRIPS @16" O.C. LEVEL PLYWOOD SHEATHING F.J. OR R.R. MA I N ST R U C T U R A L DI A P H R A G M BU I L T - U P RO O F 12 " M A X . FOR STRUCTURAL DIAPHRAGM 2X BLOCKING @ 48" O.C. W/ 4-16d TOENAILS PER BLOCK TO F.J. OR R.R. BELOW W/ 2-16d TOENAILS @ EACH F.J. OR R.R. PER PLAN 2x RIP STRIPS @16" O.C. ON TOP OF F.J. OR R.R. BELOW W/ 16D TOENAILS @16" O.C. EACH SIDE BUILT UP PLYWOOD SHEATHING LEVEL PLYWOOD SHEATHING F.J. OR R.R. MA I N ST R U C T U R A L DI A P H R A G M BU I L T - U P RO O F 12 " M A X . FOR STRUCTURAL DIAPHRAGM 2X BLOCKING @ 48" O.C. W/ 4-16d TOENAILS PER BLOCK TO RIP STRIPS SEE NOTES BELOW PER PLAN NOTES: 1. ALL SHEATHINGS SHOULD BE EXPOSURE I. BUILT UP PLYWOOD SHEATHINGSEE NOTES BELOW 2. FOR FLOOR AND DECK: 19/32" PLYWOOD (PANEL INDEX 40/20) "SHEATHING GRADES" W/10d COMMON NAILS @6/6/10 BLOCKED. 3. FOR ROOF: 15/32" PLYWOOD (PANEL INDEX 32/16) "SHEATHING GRADES, C-C, C-D" PS1-95 W/10d COMMON NAILS @6/6/12 BLOCKED. LEVEL BOUNDARY NAIL EDGE NAIL FIELD NAIL ROOF 10d COMMON NAILS FLOOR -. ALL PLYWOOD EDGES SHALL BE BLOCKED. U.N.O. @6"O.C. 10d COMMON NAILS @6"O.C. 10d COMMON NAILS @6"O.C. 10d COMMON NAILS @6"O.C. 10d COMMON NAILS @12"O.C. 10d COMMON NAILS @10"O.C. PLYWOOD (PANEL INDEX) SEE PLAN NOTE SEE PLAN NOTE TYP. SHEATHING LAY-OUT 1 SCHEDULE SUPPORT JOIST SEE FRAMING PLAN BOUNDARY NAILING (B.N.) SEE SCHEDULE EDGE NAILING (E.N.) SEE SCHEDULE FIELD NAILING (F.N.) SEE SCHEDULE SUPPORT JOIST SEE FRAMING PLAN BOUNDARY NAILING (B.N.) SEE SCHEDULE EDGE NAILING (E.N.) SEE SCHEDULE FIELD NAILING (F.N.) SEE SCHEDULE BLOCKING -TYP. BLOCKING -TYP. BLOCKING -TYP. BLOCKING -TYP. ROOF FLOOR B.N. STAGG. SEE PLAN NOTES JOIST B.N. STAGG. SEE PLAN NOTES JOIST NAILING TO JOIST AT PANEL EDGESA B.N. STAGG. SEE PLAN NOTES 2x4 BLKG. TOE NAILS. JOIST NAILING TO BLKG. AT PANEL EDGESB B.N. STAGG. SEE PLAN NOTES WD. BLKG JOIST NAILING TO FULL DEPTH JOIST BRACING BLKG.C FOR BRACING TOE NAILS. TYP. TOE NAILS. TYP. B.N. STAGG. SEE PLAN NOTES WD. BLKG JOIST AT PANEL EDGES TOE NAILS. TYP. TOE NAILS. TYP. BEAM OR JOIST 3/8" Ø LAG SCREW @12" O.C. B.N. 3/8" Ø LAG SCREW @16" O.C. @16" O.C. W/1/2"Ø BOLTS FULL NAILER NAILING TO SHEATHING STEPD JOIST TYPICAL DIAPHRAGM OPENING DETAILE TYP. RIPPING DETAILF CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 E.N. HOLDOWN PER PLAN END POST SEE PLAN 16d @ E.N. E.N. HOLDOWN PER PLAN END POST SEE PLAN E.N. E.N. END POST SEE PLAN E.N. 6" O.C. 16d @ 6" O.C. E.N. HOLDOWN PER PLAN END POST SEE PLAN 16d @ E.N. E.N.6" O.C. 2ND HOLDOWN OR ALTERNATIVE LOCATION 2ND HOLDOWN OR ALTERNATIVE LOCATION 2ND HOLDOWN OR ALTERNATIVE LOCATION 2ND HOLDOWN OR ALTERNATIVE LOCATION E.N. HOLDOWN PER PLAN END POST SEE PLAN E.N. 2ND HOLDOWN OR ALTERNATIVE LOCATION HOLDOWN PER PLAN WOOD SHEAR WALL SCHEDULEC ROOF EDGE NAILING BOUNDARY NAILING SIMPSON A35 OR LTP5 SEE PLAN WOOD STUDS SEE PLAN BOUNDARY NAILING FLOOR LINE FIELD NAILING PLYWOOD PANELS SEE SHEAR WALL PLAN AND SCHEDULE END POST AS REQUIRED FOR HOLDOWNS PER PLAN AND DETAILS SIMPSON HOLDOWNS OR STRAPS SIMPSON HOLDOWN SEE PLAN 2x F.J. OR BLOCKING SEE PLAN TYP. S124 9 SEE SCHEDULE SEE SCHEDULE SEE SCHEDULE SEE SCHEDULE A.B. SEE SHEAR WALL SCHEDULE TYP. S124 1-8 2x STUDS FOR A 3x OR 2-2x STUDS FOR B THRU G AT ADJOINING PANEL EDGES 2x FOR A 3x OR 2-2x STUDS FOR B THRU G AT ADJOINING PANEL EDGES 12" MAX. SEE PLAN SHEAR WALL SEE SCHED. SIMPSON CLIP 2x BLOCKING 2x F.J. SEE PLAN SILL PLATE SEE SHEAR WALL SCHED. SIMPSON A35 SEE SCHED. EXTERIOR SECTION AT FLOOR LEVEL WD. STUDS SEE PLAN SEE PLAN SHEAR WALL WD. STUDS SEE PLAN SEE PLAN SHEAR WALL SEE SCHED. SIMPSON CLIP [ DOUBLE-SIDE SHEAR WALLS ] E.N. SIMPSON A35 SEE PLAN SHEAR WALL 4x RIM JOIST OR 4x BLOCKING SEE SCHED. [ SINGLE-SIDE SHEAR WALLS ] OR 2x RIM JOIST WD. STUDS SEE PLAN DEPENDING ON JOIST DIRECTIONS DEPENDING ON JOIST DIRECTIONS SILL PLATE SEE SHEAR WALL SCHED. 4x BLOCKING OR 4x RIM JOIST DEPENDING ON JOIST DIRECTIONS 2x BLOCKING OR 2x RIM JOIST DEPENDING ON JOIST DIRECTIONS E.N.E.N.E.N.E.N. E.N.E.N.E.N.E.N.E.N.E.N. E.N. [ DOUBLE-SIDE SHEAR WALLS ][ SINGLE-SIDE SHEAR WALLS ] SEE PLAN SHEAR WALL SEE SCHED. SIMPSON CLIP [ DOUBLE-SIDE SHEAR WALLS ] SIMPSON A35 SEE PLAN SHEAR WALL 4x RIM JOIST OR 4x BLOCKING SEE SCHED. [ SINGLE-SIDE SHEAR WALLS ] DEPENDING ON JOIST DIRECTIONS 2x BLOCKING OR 2x RIM JOIST DEPENDING ON JOIST DIRECTIONS E.N.E.N.E.N. B.N.B.N. SEE PLAN SHEAR WALL SEE SCHED. SIMPSON CLIP [ DOUBLE-SIDE SHEAR WALLS ] SIMPSON A35 SEE PLAN SHEAR WALL SEE SCHED. [ SINGLE-SIDE SHEAR WALLS ] E.N.E.N.E.N. B.N.B.N.2x BLOCKING OR 2x RIM JOIST DEPENDING ON JOIST DIRECTIONS 2x BLOCKING OR 2x RIM JOIST DEPENDING ON JOIST DIRECTIONS B1 B2 B3 B4 WOOD-FRAMED SHEAR WALL ELEVATION, SCHEDULES, DETAILS 1 SHEAR WALL SCHEDULE FRAMED FLOOR CONCRETE SILL PLATE ATTACHMENT @12" O.C. <CBC 2022, LABC 2023 - TABLE 2306.4.1> @10" O.C. @8" O.C. @6" O.C. A SIMPSON A35 OR LTP5 CLIP @6" O.C. @8" O.C. @10" O.C. 5/8"Ø A.B. 5/8"Ø A.B. 5/8"Ø A.B. 5/8"Ø A.B. 5/8"Ø A.B. 3/4"Ø A.B. 3/4"Ø A.B. 6" LONG @ 8" O.C. ALLOW. SHEAR (PLF) 340 510 665 870 1020 1330 174010d @ 2/12 10d @ 3/12 10d @ 4/12 10d @ 6/12 10d @ 4/12 10d @ 3/12 10d @ 2/12 15 / 3 2 " A P A S T R U C T U R A L - I S H E A T H I N G WOOD STRUCTURAL PANEL NAILING PLAN ** NOTE. ** 1.USE COMMON NAILS ONLY. 10d COMMON NAILS SHOULD BE WITH FULL HEADS. 2.3x FRAMING MEMBERS AT THE SILL PLATE AND ALL PANEL BOUNDARY MEMBERS. 3.MIN. 1/2" EDGE NAIL DISTANCE AT PANEL END AND EDGE. 4.NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" O.C. 5.SQUARE PLATE WASHERS SHALL BE USED PER B6/S123. 6.ALLOWABLE SHEAR VALUES ARE PERMITTED TO BE INCREASED 40 PERCENT FOR WIND DESIGN. (2306.4.1) 7.1/4"Ø & 3/8"Ø LAG SCREW SHALL BE INSTALLED WITH STAGGERED. # OF B C D E F 1 1 1 1 2 2 2G SIDES SYMBOLON (@EDGE/FIELD)(USE 1/4'Ø SIMPSON SDS 6" LONG @ 6" O.C. 6" LONG @ 6" O.C. 6" LONG @ 4" O.C. 8" LONG @ 3" O.C. STAG. 8" LONG @ 2" O.C. STAG. 8" LONG @ 2" O.C. STAG. @ 32" O.C. @ 24" O.C. @ 18" O.C. @ 12" O.C. @ 12" O.C. @ 12" O.C. @ 10" O.C. (USE ANCHOR BOLTS BELOW) 7" EMBED. 7" EMBED. 7" EMBED. 7" EMBED. 7" EMBED. 7" EMBED. 7" EMBED. SILL PL. SIZE 2x 2x 2x 2x 3x 3x 3x6 OR 4x4 GRADE CONCRETE (USE SIMPSON "TITEN HD" "TITEN HD" 5/8"x8" "TITEN HD" 5/8"x8" @ 18" O.C. @ 12" O.C. @ 12" O.C. @ 12" O.C. @ 10" O.C. @ 32" O.C. @ 24" O.C. EXISTING "TITEN HD" 5/8"x8" "TITEN HD" 5/8"x8" "TITEN HD" 5/8"x8" "TITEN HD" 3/4"x6" "TITEN HD" 3/4"x6" ESR-2713 LARR#25741)HEAVY-DUTY SCREW) STUDS & BLK. PANEL JOINT AT ABUTTING FRAMING MEMBER SIZE 2x 3x OR 2-2x 3x OR 2-2x 3x OR 2-2x 3x OR 2-2x 3x OR 2-2x 3x OR 2-2x TOP OF STEEL BEAM WITH NAILER 5/8"Ø WELDED STUD @24" O.C. 5/8"Ø WELDED STUD @24" O.C. 5/8"Ø WELDED STUD @24" O.C. 5/8"Ø WELDED STUD @24" O.C. 5/8"Ø WELDED STUD @18" O.C. 5/8"Ø WELDED STUD @12" O.C. 5/8"Ø WELDED STUD @12" O.C. BOTH SIDES BOTH SIDES BOTH SIDES E.N. 7" M I N . 2" MIN. WD. STUDS SEE PLAN SLAB / CURB / FTG. TOP OF CONCRETE SIMPSON BP OR BPS SEE BEARING PLATE CONTINUOUS SLAB (WHERE OCCURS) E.N. SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL E.N.2" MIN. 1/2" MAX.1/2" MAX. DOUBLE-SIDED SHEAR WALL 1/2" MAX. SIMPSON BPS 3"x41 2" BEARING PLATE SCHEDULE 3"3" ON 6x SILL PLATE SIMPSON BP 3"x3"ALL OTHERSUSE BPS W/ SLOT WHEN SILL PL. IS 6x TREATED PL. & A.B PER SHEARWALL SCHEDULE EXTERIOR SECTION AT ROOF LEVEL INTERIOR SECTION AT ROOF LEVEL INTERIOR SECTION AT FLOOR LEVEL TYPICAL SEGMENTED SHEAR WALL ELEVATION (WOOD PANELS)A 12" MAX. SCHEDULE BELOW 7" M I N . 2" MIN. SECTIONS AT BASE OF SHEAR WALLSB5 B6 INTERIOR SECTION AT FLOOR LEVEL END POST @ CORNER D2 END POST @ CORNER D3 END POST @ CORNER D4 END POST @ INTERSECTION D5 END POST @ INTERSECTION D1 D6 END POST - END OF WALL [ SINGLE ] [ DOUBLE ] HOLDOWN PER PLAN END POST WOOD SHEAR WALL END POST CONDITIONS AND SHEATHING CONTINUITY CONDITIONSD E OPENING AT SHEAR WALL SHEATHING SHEAR WALL 3x BLOCKING STUD DBL. CMST16 STRAP (@T&B OF OPENING) WD. STUDS SEE PLAN 2x BLOCKING OPENING BOUNDARY NAILS AROUND OPENING SHOULD BE THE SAME AS SHEARWALL BOUNDARY NAILS TYPICAL SHEAR WALL SECTIONSB B3 & B4 B1 & B2 B5 & B6 TYP. TYP. TYP. E.N. E.N. 1/ 4 " 1/4 " E.N. E.N. F.N. F.N. RECTANGULAR OR ROUND STEEL POST 3x FULL NAILER W/1/2"Ø BLOTS @24"O.C. F.N. F.N. CONTINUOUS SHEAR WALL @ BOTH SIDES D9 E.N. E.N.E.N. E.N. 16d 6"O.C. STAG. SHEATHING CONTINUITY - CHANGE OF STUD SIZE D10 SHEATHING CONTINUITY - STEEL POST INSIDE OF WALL D11 SHEATHING CONTINUITY - CHANGE OF STUD SIZE D12 SHEATHING CONTINUITY - CHANGE OF STUD SIZE B.N. B.N. B.N. B.N. 2x STUD W/ 16d @ 6" O.C. TYP. CONTINUOUS SHEAR WALL @ BOTH SIDES WD. FILLER W/1/2"Ø M.B. @24"O.C. STAGGERED F.N.F.N.B.N. B.N. B.N. B.N. 2x STUD W/ 16d @ 6" O.C. TYP. CONTINUOUS SHEAR WALL @ BOTH SIDES ST'L. COL. SEE PLAN 3x FULL NAILER W/1/2"Ø BLOTS @24"O.C. CONTINUOUS SHEAR WALL @ BOTH SIDES D7 END POST - STEEL POST STEEL END POST PER PLAN 3x FULL NAILER W/1/2"Ø BLOTS @18"O.C.F.N. F.N. E.N. E.N. SHEAR WALL E.N. E.N. SHEAR WALL AS SEE PLAN S123 TYP.DETAILS CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S124 TYP.DETAILS *MIN. WOOD POST SIZE HAS BEEN DESIGNED TO 11' OF UNBRACED COLUMN HEIGHT. HDU4 HDU2 HDU5 HDU8 HDU14 CONNECTOR 4x4 #1 4x4 #1 4x4 #1 4x6 #1 MIN. WOOD (10)-1/4x2.5 (6)-1/4x2.5 (14)-1/4x2.5 (20)-1/4x2.5 (30)-1/4x2.5 SDS SCREWS 3x3x1/4" 3x3x1/4" 3x3x1/4" 3x3x5/16" 3.5x3.5x3/8" WASHER 12" 12" 12" 18" 22" EMBED. 2 1/2" MIN. EDGE DIST. 6x6 #1 CONC. FOOTING ANCHOR IN 5/8"Ø 5/8"Ø 5/8"Ø 7/8"Ø 1"Ø POST SIZE* CENTER LINE OF COLUMN JOIST DIRECTION VARIES, SEE PLAN 2x DBL.SIMPSON LTP4 SEE SCHED. SILL PLATE PER SHEAR WALL SCHED. TOP PLATE SEE PLAN WD. POST CENTER LINE OF JOIST & MST STRAP SEE PLAN WD. POST EQ . CL E A R S P A N EQ . CU T L E N G T H EN D L E N G T H EN D L E N G T H HDU11 (30)-1/4x2.5 3.5x3.5x3/8"20"4x6 #1 1"Ø 2-HDU11 2x (30)-1/4x2.5 3.5x3.5x3/8"20"6x6 #1 1"Ø 4x8 #1 4x8 #1 4,565 3,075 5,670 7,870 CAPACITY (LBS) 9,535 25% REDUCTIONCAPACITY W/ PER LA CITY 14,445 19,070 3,424 2,306 4,253 5,903 7,151 10,834 14,302 1- #4 EACH SIDE OF A.B. WD. POST SHEAR WALL SEE PLAN *CONCRETE WALL REINFORCEMENT NOT SHOWN FOR CLARITY 2x F.J. SEE PLAN SHEAR WALL SEE PLAN WD. POST SEE SCHEDULE 18 " M I N . SEE SHEAR WALL SCHED. 2 OR 3x SILL PLATE FINISHGRADESE E A R C H . SEE SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - 18 " M A X . O R EM B E D . SE E S C H E D . W/5/8"Ø A.B. x9" EMB. 2x OR 3x TREATED PL. SEE SHEAR WALL SCHED. WD. POST SEE SCHEDULE 6" M I N . SECOND HOLDOWN WHERE OCCURS 212" MIN.212" MIN. 6"6" 18 " M I N . PER SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - 3" 212" MIN.212" MIN. MIN. 8" THICK CONC. WALL 32 " 18 " M I N . EQ.EQ. TOTAL 2-#4 PER SCHEDULE ROD DIAM. TOP OF CONC. WALL ANCHOR IN 3x3x1/4" 3x3x1/4" 3x3x1/4" 3x3x5/16" 3.5x3.5x3/8" WASHER 18"4" MIN. EDGE DIST. 5/8"Ø 5/8"Ø 5/8"Ø 7/8"Ø 1"Ø 3.5x3.5x3/8"1"Ø 3.5x3.5x3/8"1"Ø ROD DIAM. 2 1/2" MIN. 3" MIN. 3 1/2" MIN. EXTEND 4" MIN. 4" MIN. 4" MIN. 4" MIN. 4" MIN. 4" MIN. EMBED. 18" 18" 18" 18" 18" 18" IN EXISTING FOOTING ANCHOR EDGE DIST. ROD DIAM.EMBED. N/A 1"Ø N/A N/A N/A N/A N/A 12" N/A N/A N/A N/A N/A N/A 2" MIN. N/A N/A N/A N/A N/A N/A JOIST DIRECTION VARIES, SEE PLAN FULL WIDTH SOLID BLOCKING UNDER COLUMN SEE PLAN WD. POST SEE PLAN & SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - SILL PLATE PER SHEAR WALL SCHED. 2x DBL. TOP PLATE SEE PLAN WD. POST WD. POST SEE SCHED.SEE PLAN & SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - SILL PLATE C OF COLUMN 1/4" STIFF. BOTH SIDES1/4" ST'L. BEAM SEE PLAN WOOD BEAM SEE PLAN PER SCHEDULE WD. POST SHEAR WALL *CONCRETE REINFORCEMENT NOT SHOWN FOR CLARITY. *CONCRETE REINFORCEMENT NOT SHOWN FOR CLARITY. 1/ 2 " M A X . SEE PLAN SEE SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - EQ.EQ. 1/4" IN TOP OF EXISTING (STEM) WALL EDGE DIST. ROD DIAM.EMBED. 1"Ø 1"Ø N/A N/A N/A N/A N/A 18" N/A N/A N/A N/A N/A N/A 2" MIN. N/A N/A N/A N/A N/A N/A EPOXY ANCHOREPOXY MST48 MST37 MST60 MST72 2-MST72 4x4 #1 4x4 #1 4x4 #1 4x6 #1 (32)-16d (20)-16d (46)-16d (62)-16d 2x (62)-16d6x6 #1 2-MST60 2x (46)-16d 4x8 #1 3,950 2,460 6,235 6,730 12,470 13,460 2,962 1,845 4,676 5,047 9,352 10,094 6x6 #14x8 #1 TYPE SIMPSON STRAP TIES SIMPSON HOLD-DOWNS CASE CONNECTION BETWEEN WOOD POSTS NAME STRAP TIE PER PLAN SEE PLAN WOOD BEAM SEE PLAN WD. POST SHEAR WALL SEE PLAN SHEAR WALL SIMPSON STRAP SEE PLAN PER SHEAR WALL SCHED. SILL PLATE 6" M I N . WD. POST SHEAR WALL SEE PLAN 2x F.J. WOOD POST SEE PLAN MIDDLE POINT OF STRAP 1-8/S124 9-10/S124 DETAILS SEE DETAILS SEE L 6" 6" 1.5 x EMBED. ON GRADE CONC. SLAB SILL PL. SHEAR WALL SEE PLAN WD. POST SEE SCHEDULE SEE SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - ON GRADE CONC. SLAB SILL PL. SHEAR WALL SEE PLAN EM B E D . SE E S C H E D . WD. POST SEE SCHEDULE SEE SCHEDULE HOLDOWN ANCHOR SIMPSON HDU - EDGE DISTANCE PER SCHEDULE EQ.EQ. F.G. EM B E D . SE E S C H E D . 8" 6" CONC. STEM WHEN OCCUR CONTINUOUS CONCRETE FOOTING WIDTH 6" EXTEND FOOTING ONLY FOR HDU11, HDU14 FOOTING EXTEND FOOTING EXTEND FOOTING SHALL BE AT INNER SIDE HOLDOWN ANCHOR OF CONTINUOUS FOOTING REBAR 1-#4 (T)&(B) SMALLER EXTENSION WHEN NEEDED 1. 5 x E M B E D . 6" 1.5 x EMBED. 6" 6" [ AT INTERIOR FOOTING ][ AT EXTERIOR FOOTING ] SEE 2C, 2D, 2E. CO N T I N U O U S C O N C R E T E FO O T I N G W I D T H [ EXTENDED FOOTING - EDGE ] [ EXTENDED FOOTING - CORNER ] HOLDOWN HOLDOWNS [ EXTENDED FOOTING - CORNER ] 1.5 x E M B E D . 1.5 x E M B E D . 6" EXTEND FOOTING ONLY FOR HDU11, HDU14 EXTEND FOOTING ONLY FOR HDU11, HDU14 CO N T I N U O U S C O N C R E T E FO O T I N G W I D T H CO N T I N U O U S C O N C R E T E FO O T I N G W I D T H EXTEND FOOTING ONLY FOR HDU11, HDU14 HOLDOWN PLATE [ HOLDOWNS AT DIFFERENT SIDE ][ HOLDOWNS AT THE SAME SIDE ] WD. POST SEE SCHEDULE 12 " M I N . ROD MUST BE CONTINUOUS AND USE COUPLERS WHEN NECESSARY WD. POST SEE SCHEDULE SHEAR WALL BOUNDARY AND CONNECTORS SCHEDULEA HOLDOWN ANCHOR IN S.O.G. FOOTINGB HOLDOWN ANCHOR IN RAISED FLOOR FOOTINGCHOLDOWN CONNECTION BETWEEN WOOD POSTSF TYP. DETAIL FOR TWO HOLDOWN ON ONE POSTE HOLDOWN ANCHOR IN CONCRETE (STEM) WALLD HOLDOWN CONNECTION TO WOOD BEAM DETAILG HOLDOWN CONNECTION TO STEEL BEAMH FLOOR-TO-FLOOR STRAP DETAIL AND SCHEDULEJ MST-STRAP TO WD. BEAM DETAILK 1SHEAR WALL BOUNDARY SCHEDULES, DETAILS CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO T A FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 CONTINUOUS FOOTING REINFORCEMENT SCHEDULE WIDTH 12" - 21" REINFORCING (2) - #5 TOP & BOT. LONGITUDINAL 24" - 42"(3) - #5 TOP & BOT. LONGITUDINAL A. PLAN NOTES - GENERAL 1.SEE SHEET S100 FOR GENERAL NOTES AND MATERIAL SPECIFICATIONS. 2.SEE SHEET S110 THUR S124 FOR TYP. DETAILS. TYP. DETAILS APPLIES TO THIS ENTIRE PROJECT U.N.O. 3.THIS DRAWING PROVIDES INFO. FOR MINIMUM NUMBERS AND SIZES OF STRUCTURAL MEMBERS. ALL DIMENSIONS SHALL FOLLOW ARCHITECTURAL DRAWINGS. B. PLAN NOTES - FOUNDATIONS 1.TOP OF ALL FOOTINGS SHALL BE 12" LOWER THAN THE TOP SURFACE OF SLAB ON GRADE. 2.FOUNDATION SILLS SHALL BE PRESSURE TREATED OR FOUNDATION GRADE REDWOOD. 3.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 4.SLAB ON GRADE AND ITS SUBGRADE PREPARATION REQUIREMENTS ARE NOTED ON PLAN. 5.SATURATE THE SOIL 18 INCHES DEEP BEFORE PLACING THE CONCRETE SLAB. PLAN NOTES WALL STUD SCHEDULE EXTERIOR WALLLEVELS 2X6 @ 16" O.C.ALL INTERIOR BEARING WALL INTERIOR NON-BEARING WALL 2X4 @ 16" O.C.2X4 @ 16" O.C. ISOLATED PAD FOOTING REINFORCEMENT SCHEDULE LENGTH x WITH x THICKNESSMARK REINFORCING [F1]4'-0" x 7'-0" x 2'-0"#6@10" E.W. BOT. & TOP FOUNDATION PLAN S200 A 1 2 D B C 54 E F 3 G SCALE : 1/4"=1'-0"01N FOUNDATION PLAN HF 3 HF 3 HF 3 HSS55 HSS55 HSS55 HSS55 HS S 5 5 C66 C66 A 49 ' - 0 " B 20'-10" E 18'-10" D 9'-0" D 9'-0" B 20'-10" HF 2 HF 2 HF 2 HF 2 C6 6 HF 3 DESCRIPTION SYMBOLS SYMBOL INDICATES ROOF RAFTER / FLOOR JOIST INDICATES EXTENT OF ROOF RAFTER / FLOOR JOIST x-xx@xx SEE SCHEDULE ON PLAN INDICATES WALLS INDICATES FOOTING. INDICATES (E) FOOTING. INDICATES FOOTING OR GRADE BEAM AT A LOWER LEVEL INDICATES WOOD POST W/ A MIN. SIZE OF: 4x DEPTH OF WALL, U.N.O. INDICATES NEW UNDERPINNING FOOTING SHEAR WALL SCHEDULE & MIN. LENGTH END POST W/ HOLD-DOWN OR STRAP TIE SHEAR WALL SHEATHING TYP. DETAILS SEE SHEET S123 x x'-x" PER TYP. DETAIL SHEET S124 HDUxxMSTxx INDICATES WOOD SHEATHED SHEAR WALL BELOW THIS LEVEL HF 3 HF 3 HF 3 HSS55 HSS55 HSS55 HSS55 HS S 5 5 C66 C66 A 49 ' - 0 " B 20'-10" E 18'-10" D 9'-0" D 9'-0" B 20'-10" HF 2 HF 2 HF 2 HF 2 C6 6 HF 3 HS S 5 5 HS S 5 5 H S S 5 5 H S S 5 5 C66 C66 C6 6 B 20'-10" D 19'-4" D 8'-4" D 8'-4" B 20'-10" HF 1 HF 1 HF 1 HF 1 D 5' - 4 " D 6' - 4 " D 5' - 1 0 " D 4' - 1 0 " 2'-0" [F1] [F1] [F1] [F1]2'- 0 " 2'- 0 " 2' - 0 " 2' - 0 " 2'- 0 " 2'- 0 " 1'-0" 1'-0" 2'- 0 " 2' - 0 " 2' - 0 " 2'- 0 " [F1] [F1] [F1] [F1] 1 S300TYP. 1 S300 TYP. 1 S300 TYP. 1 S300 TYP. 1 S300 TYP. 1 S300 TYP. 2'-0" 1'-0" 1'-0"1'-0" 1'-0" HSS55 H S S 5 5 HSS55 HDU8 HDU8 HDU8 2-HDU14 2-HDU14 HDU8 HDU8 HDU8HDU8 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 2-HDU142-HDU14 HDU8 HDU8 HDU8 HDU8 2/ S 3 0 0 T Y P . 2/ S 3 0 0 T Y P . 2/ S 3 0 0 T Y P . 2/ S 3 0 0 T Y P . 2/S3 0 0 TYP . 6/S3 0 0 TYP . 2/ S 3 0 0 T Y P . 2/S3 0 0 TYP . 2/S3 0 0 TYP . TYP. 9/S121 TYP. 9/S121 4" CONC. SLAB ON GRADE W/#4 @16" O.C. EA.WAY PLACED AT CENTER OF SLAB. OVER A MIN. 10-MIL. MOISTURE BARRIER MEMBRANE OVER 4" CLEAN GRAVEL (1/2" OR LARGER IN SIZE) 4" CONC. SLAB ON GRADE W/#4 @16" O.C. EA.WAY PLACED AT CENTER OF SLAB. OVER A MIN. 10-MIL. MOISTURE BARRIER MEMBRANE OVER 4" CLEAN GRAVEL (1/2" OR LARGER IN SIZE) 2 S330TYP. 2 S330TYP. 2 S330TYP. 2 S330 TYP. 2 S330 TYP. 2 S330 TYP. 2 S330 TYP. 1'-0" 1'-0" 1'-0" 1'-0" 3 S300 TYP. 3 S300 TYP. HDU8 HDU8 HDU8 HDU8 HDU8 HDU11 HDU11 HDU8 HDU8 HDU8 HDU11HDU11 HDU14 3 S300 TYP. 3 S300 TYP. 2 S330TYP. 1 S300 TYP. HDU8 HDU8 HDU8 HDU8 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 4 S300TYP. 4 S300TYP. C46 TY P . 6/ S 3 2 1 TY P . 6/ S 3 2 1 2-HDU11 STEEL POST SCHEDULE SIZEMARK 5x5x1/2HSS55 BASE PLATE 12x5.5x1/2 BASE PL. W/ 2-3/4"Ø A.B. 1 0 / S 3 2 1 HARDY FRAME SCHEDULE SIZE MARK HFX-24X9 1 1/8" HS. HF2 DETAILS SEE HFX-1~HFX-3 HFX-21X78 1 1/8" HS. HF1 SEE HFX-1~HFX-3 HFX-24X8 1 1/8" HS. HF3 SEE HFX-1~HFX-3 [F1] [F2] [F2]3'-0" x 6'-0" x 2'-0"#6@10" E.W. BOT. & TOP [F2] CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO T A FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 A. PLAN NOTES - GENERAL 1.SEE SHEET S100 FOR GENERAL NOTES AND MATERIAL SPECIFICATIONS. 2.SEE SHEET S110 THUR S124 FOR TYP. DETAILS. TYP. DETAILS APPLIES TO THIS ENTIRE PROJECT U.N.O. 3.THIS DRAWING PROVIDES INFO. FOR MINIMUM NUMBERS AND SIZES OF STRUCTURAL MEMBERS. ALL DIMENSIONS SHALL FOLLOW ARCHITECTURAL DRAWINGS. PLAN NOTES C1. PLAN NOTES - WALLS AND FLOOR FRAMING 1.SEE S120 FOR TYPICAL DETAILS FOR STUD WALL FRAMING. 2.SEE S121 FOR TYP. DETAILS FOR BEAM, POST AND JOIST CONNECTIONS. 3.PROVIDE WALL SHEATHINGS AT ALL EXTERIOR WALLS OTHER THAN SHEAR WALLS. USE 15/32" APA RATED SHEATHING OR OSB SHEATHING, SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12. 4.ALL EXTERIOR & INTERIOR HEADERS SIZES PER SCHEDULE ON 1/S120 U.N.O. 5.HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. WOOD POST SCHEDULE SIZEMARK 4x4C44 GRADE DF - NO.1 NOTES 4x6C46 DF - NO.1 4x8C48 DF - NO.1 CEILING JOIST SCHEDULE SIZEMARK 2x6 GRADE DF - NO.2 SPACING 16" O.C. NOTES 2X8 DF - NO.216" O.C. SPAN UP TO 17'-4" SPAN UP TO 22'-10" 6x6C66 DF - NO.1 6x8C68 DF - NO.1 C.J. WALL STUD SCHEDULE EXTERIOR WALLLEVELS 2X6 @ 16" O.C.ALL INTERIOR BEARING WALL INTERIOR NON-BEARING WALL 2X4 @ 16" O.C.2X4 @ 16" O.C. 2X10 DF - NO.216" O.C.SPAN UP TO 25'-10" 2ND FLOOR FRAMING PLAN A 1 2 D B C 54 E F 3 G SCALE : 1/4"=1'-0" 2ND FLOOR FRAMING PLAN 01N HF 3 HF 3 HF 3 HSS55 HSS55 HSS55 HSS55 HS S 5 5 C66 C66 A 49 ' - 0 " B 20'-10" E 18'-10" D 9'-0" D 9'-0" B 20'-10" HF 2 HF 2 HF 2 HF 2 C6 6 HF 3 W1 0 x 7 7 ( L O W ) 7x 1 1 . 2 5 P S L W8x58 4x12 4x12 4x 1 2 4x 1 2 4x 1 2 4x 1 2 5. 2 5 x 1 1 . 2 5 P S L W8x58 W8x58 4x12 4x12 7x 1 1 . 2 5 P S L W1 0 x 7 7 ( L O W ) 6x 1 2 6x 1 2 6x 1 2 6x 1 2 W8x40 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x12@16"O.C. 2-2x12@16"O.C. 2-2x12@16"O.C. W8x58 P.A . P.A .P.A. P.A . P.A . P. A . P.A. P.A . P.A . P.A . P.A. P.A.P.A. P. A . P.A. P.A. P. A . P.A . P.A . P.A.P.A. P.A . P.A. P.A . P.A. HDU5 2-MST-48 2-MST-48 2-MST-48 MST-60 MST-60 MST-60 MST-60 2-MST-72 2-MST-72 MST-60 MST-60 MST-60 HDR HDR 4x 1 2 ( L O W ) DESCRIPTION SYMBOLS SYMBOL INDICATES 2x BLOCKING U.N.O. INDICATES CEILING JOISTS, SIZE PER SCHEDULE BELOW INDICATES WOOD POST W/ A MIN. SIZE OF: 4x DEPTH OF WALL, U.N.O. INDICATES WOOD POST ABOVE THIS LEVEL OF FRAMING X x X <C = xx">INDICATES BEAM AND <CAMBER ON BEAM> P.A . INDICATES ROOF RAFTER / FLOOR JOIST INDICATES EXTENT OF ROOF RAFTER / FLOOR JOIST INDICATES WOOD KING POST PER DETAIL 2/S121 K.P . HDR INDICATES HEADER AND SIZE PER 1/S120 U.N.O. x-xx@xx SEE SCHEDULE ON PLAN C.J. INDICATES WOOD BEAM TO BEAM CONNECTION, SEE DETAIL 6/S121 INDICATES WOOD BEAM TO BEAM CONNECTION, AND A FACE MOUNT HANGER MUST BE USED, SEE DETAIL 6/S121 F.M.H. INDICATES WOOD BEAM SUPPORTED ON TOP OF WALL, SEE DETAIL 4/S121 INDICATES WOOD BEAM SUPPORTED BY WOOD POST N.N.O., SEE DETAIL 1/S121 INDICATES STRAP <D/3> U.N.O. SEE DETAIL 2/S122DRAG X x X (C.L.)INDICATES BEAM AT CEILING LEVEL SHEAR WALL SCHEDULE & MIN. LENGTH END POST W/ HOLD-DOWN OR STRAP TIE SHEAR WALL SHEATHING TYP. DETAILS SEE SHEET S123 x x'-x" PER TYP. DETAIL SHEET S124 HDUxxMSTxx INDICATES WOOD SHEATHED SHEAR WALL BELOW THIS LEVEL HF 3 HF 3 HF 3 HSS55 HSS55 HSS55 HSS55 HS S 5 5 C66 C66 A 49 ' - 0 " B 20'-10" E 18'-10" D 9'-0" D 9'-0" B 20'-10" HF 2 HF 2 HF 2 HF 2 C6 6 HF 3 4x12 7/S1 2 1 TY P . 5. 2 5 X 1 1 . 8 7 5 P S L 10.75x12 GLB 10.75x12 GLB 2-MST-48 2-MST-48 2-MST-48 2-MST-482-MST-48 P.A. 2-MST-48 MST-60 HDU5 P.A.HDU5 HDU5 P.A. P.A. HDU5 P.A.HDU5 HDU5P.A. P.A. MST-60 MST-72 MST-72 MST-72 MST-72MST-72 MST-72 P.A. MST-60 HDU5P.A . P.A. HDU5 F.M. H . F. M . H . HS S 5 5 HS S 5 5 H S S 5 5 H S S 5 5 C66 C66 C6 6 B 20'-10" D 19'-4" D 8'-4" D 8'-4" B 20'-10" HF 1 HF 1 HF 1 HF 1 D 5' - 4 " D 6' - 4 " D 5' - 1 0 " D 4' - 1 0 " 7x 1 1 . 2 5 P S L W1 0 x 1 0 0 ( L O W ) W1 0 x 6 8 W8x67 7x 1 1 . 2 5 P S L 6x 1 2 9x 1 1 . 2 5 P S L W10x68 W1 0 x 1 0 0 ( L O W ) 7x11.25 PSL W10x68 5. 2 5 x 1 1 . 2 5 P S L 7x 1 1 . 2 5 P S L HD R HD R 2-2x12@16"O.C. 2-2x12@16"O.C. 2-2x12@16"O.C.2x 1 2 @ 1 6 " O . C . 2-2x12@16"O.C.2x12@16"O.C. P.A . P.A.P.A. P.A . P.A . P.A. P.A . P.A. P.A. P.A.P.A. P.A . P.A .P.A. P.A. P.A . P.A. P.A. P.A . P.A . P.A . P.A. P.A. P.A. P. A . P.A. P.A . P.A. P.A . 2-MST-48 2-MST-48 2-MST-48 2-MST-48 2-MST-48 HDU4 2-MST-48 2-MST-48 2-MST-48 2-MST-48 MST-48 MST-48 MST-48 HDU4 MST-48 2-MST-60 2-MST-60 2-MST-60 2-MST-60 2-MST-60 2-MST-72 2-MST-60 2-MST-60 2-MST-60 2-MST-60 2-MST-60 2-MST-72 HDU8 HDU8 HDU8 HDU8 MST-48 HDU8 HDU8 HDU8 HDU8 HDU8 MST-60 MST-60 MST-60 MST-60 MST-60 HDU8 1/S3 2 0 TYP . 1/S3 2 0 TYP . 7x11.25 PSL W10x68 HDU4 7x 1 1 . 2 5 P S L W1 0 x 6 8 1/ S 3 2 0 TY P . 1/S3 2 0 TYP . 1/ S 3 2 0 T Y P . 1/ S 3 2 0 TY P . TY P . 2/ S 3 2 0 TY P . 2/ S 3 2 0 3/S3 2 0 TYP . 3/S3 2 0 TYP . 3/S3 2 0 TYP . TY P . 2/ S 3 2 0 10/S 3 2 0 TYP . 14 / S 3 2 0 T Y P . 2/S3 2 1 TYP . 14/S 3 2 1 4&7/S320 14/S 3 2 1 TYP . 10/S 3 2 0 TYP . 14/S 3 2 0 4/S3 2 0 TYP . 4/S3 2 0 TYP . 4/S3 2 0 TYP . 4/S3 2 0 TYP . 4/ S 3 2 0 T Y P . 4/S3 2 0 TYP . 3/S3 2 0 TYP . DR A G DR A G DR A G DR A G DR A G DR A G 11/S 3 2 0 TYP . 11/S 3 2 0 TYP . 1/S3 2 0 TYP . 1/ S 3 2 0 T Y P . 1/S3 2 0 TYP . TY P . 1J / S 1 2 0 TYP. 1J/S120 TY P . 9/ S 1 2 1 TY P . 9/ S 1 2 1 TY P . 1/ S 3 2 1 TY P . 1/ S 3 2 1 TYP. 12/S310 TYP. 12/S310 TY P . 12 / S 3 1 0 TY P . 12 / S 3 1 0 P. A . MST-60 4x 6 4x 6 4x 6 4x 6 4x6 4x6 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . 4x6 4x6 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . F. M . H . F.M. H . F. M . H . F.M. H . F.M. H . F.M. H . 6x 1 2 1 2 / S 3 2 0 T Y P . 2x12@16" O.C. W10x49 W10x49 7x 1 1 . 2 5 P S L 4x 1 2 4x 1 2 1/S3 2 0 TYP . 1/S3 2 0 TYP .4x 1 2 4x 1 2 4x 1 2 ( L O W ) 4x 1 2 ( L O W ) 1/ S 3 2 0 T Y P . F. M . H . F. M . H . F. M . H . F. M . H . TYP. 6/S332 TY P . 2/ S 3 2 0 DRAG DRAG DR A G DR A G DR A G DR A G DR A G DR A G DR A G DR A G 1 S123 TYP. 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . 1 S123 TYP. 1 S123TYP. 15 S310TYP. 1 S123TYP. 1 S123TYP. 13 S310 TYP. 2 S331TYP. F.M. H . F. M . H . 4x12 4x12 2x12@16" O.C. TYP. 10/S310 9/S320 TYP. TYP. 3/S321 TYP. 3/S321 2/S3 2 1 2/ S 3 2 1 9/S3 2 0 9/S3 2 0 TYP . 2x12@16" O.C.2x12@16" O.C. 10/S 3 2 0 TYP . 10 / S 3 2 0 T Y P . TY P . 6/ S 3 2 0 TY P . TY P . 5/ S 3 2 0 TY P . 5/ S 3 2 0 TYP. 3/S321 13/S 3 2 0 TYP . 13/S 3 2 0 TYP . TYP. 3/S321 TYP. 6/S332 2-MST-48 2-MST-48 TY P . 18 / S 3 1 0 16 S310TYP. C46 C66 C 6 6 TY P . 3/ S 3 2 1 5/ S 3 2 1 TY P . 6/ S 3 2 1 TY P . 6/ S 3 2 1 S201 DR A G DR A G 6x 1 2 TYP. 12B/S121 4x 1 2 6x12 6x12 6x12 6x12 6x12 6x12 6x 1 0 6x 1 0 6x 1 0 6x 1 0 STEEL POST SCHEDULE SIZEMARK 5x5x1/2HSS55 BASE PLATE 12x5.5x1/2 BASE PL. W/ 2-3/4"Ø A.B. 10/S 3 2 1 C2. PLAN NOTES - DIAPHRAGM 1.SEE S122 FOR TYPICAL DETAILS FOR DIAPHRAGM AND SHEATHING. 2.FLOOR AND DECK DIAPHRAGM SHEATHING: TO BE 19/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES", SPAN RATING 40/20, EXPOSURE I, W/10d COMMON NAILS @4/6/10 BLOCKED. 3.ROOF DIAPHRAGM SHEATHING: TO BE 15/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES, C-C, C-D", SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12 BLOCKED. HARDY FRAME SCHEDULE SIZE MARK HFX-24X9 1 1/8" HS. HF2 DETAILS SEE HFX-1~HFX-3 HFX-21X78 1 1/8" HS. HF1 SEE HFX-1~HFX-3 HFX-24X8 1 1/8" HS. HF3 SEE HFX-1~HFX-3 TYP. 10/S332 7/S321 TYP. 12/S321 TYP. 12/S321 TYP. 12/S121 13/S 3 2 1 13 / S 3 2 1 13/ S 3 2 1 1 3 / S 3 2 1 2-MST-60 P.A. 7/S 3 2 0 6/ S 3 2 0 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO T A FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 A. PLAN NOTES - GENERAL 1.SEE SHEET S100 FOR GENERAL NOTES AND MATERIAL SPECIFICATIONS. 2.SEE SHEET S110 THUR S124 FOR TYP. DETAILS. TYP. DETAILS APPLIES TO THIS ENTIRE PROJECT U.N.O. 3.THIS DRAWING PROVIDES INFO. FOR MINIMUM NUMBERS AND SIZES OF STRUCTURAL MEMBERS. ALL DIMENSIONS SHALL FOLLOW ARCHITECTURAL DRAWINGS. PLAN NOTES C2. PLAN NOTES - DIAPHRAGM 1.SEE S122 FOR TYPICAL DETAILS FOR DIAPHRAGM AND SHEATHING. 2.FLOOR AND DECK DIAPHRAGM SHEATHING: TO BE 19/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES", SPAN RATING 40/20, EXPOSURE I, W/10d COMMON NAILS @4/6/10 BLOCKED. 3.ROOF DIAPHRAGM SHEATHING: TO BE 15/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES, C-C, C-D", SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12 BLOCKED. C1. PLAN NOTES - WALLS AND FLOOR FRAMING 1.SEE S120 FOR TYPICAL DETAILS FOR STUD WALL FRAMING. 2.SEE S121 FOR TYP. DETAILS FOR BEAM, POST AND JOIST CONNECTIONS. 3.PROVIDE WALL SHEATHINGS AT ALL EXTERIOR WALLS OTHER THAN SHEAR WALLS. USE 15/32" APA RATED SHEATHING OR OSB SHEATHING, SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12. 4.ALL EXTERIOR & INTERIOR HEADERS SIZES PER SCHEDULE ON 1/S120 U.N.O. 5.HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. WOOD POST SCHEDULE SIZEMARK 4x4C44 GRADE DF - NO.1 NOTES 4x6C46 DF - NO.1 4x8C48 DF - NO.1 CEILING JOIST SCHEDULE SIZEMARK 2x6 GRADE DF - NO.2 SPACING 16" O.C. NOTES 2X8 DF - NO.216" O.C. SPAN UP TO 17'-4" SPAN UP TO 22'-10" 6x6C66 DF - NO.1 6x8C68 DF - NO.1 C.J. WALL STUD SCHEDULE EXTERIOR WALLLEVELS 2X6 @ 16" O.C.ALL INTERIOR BEARING WALL INTERIOR NON-BEARING WALL 2X4 @ 16" O.C.2X4 @ 16" O.C. 2X10 DF - NO.216" O.C.SPAN UP TO 25'-10" 3RD FLOOR FRAMING PLAN A 1 2 D B C 54 E F 3 G SCALE : 1/4"=1'-0" 3RD FLOOR FRAMING PLAN 01N 4x 1 2 6x 1 2 4x12 6x 1 2 P.A . P.A . P.A. P.A. P.A . P.A. P.A. P.A. P. A . P.A. P.A . P.A . P.A. P.A. P.A . P.A. P.A. P.A . P.A . 4x 1 2 6x 1 2 6x 1 2 4x12 4x 1 2 6x 1 2 5. 2 5 x 1 1 . 2 5 P S L 5.25x11.25 PSL 5.25x11.25 PSL 7x11.25 PSL 5. 2 5 x 1 1 . 2 5 P S L 4x 1 2 4x 1 2 6x 1 2 6x 1 2 5. 2 5 x 1 1 . 2 5 P S L 6x 1 2 7x11.25 PSL 5. 2 5 x 1 1 . 2 5 P S L 4x 1 2 4x 1 2 4x 1 2 4x12 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 4x12 4x12 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 4x 1 2 4x 1 2 P.A . P.A. P. A . MST-60 MST-60 MST-60 MST-60 MST-60 MST-60 MST-60 MST-37 MST-37 MST-37 MST-37 MST-48 MST-60 MST-48 MST-37 P.A. HD R HD R HD R HD R HD R HD R MST-60 HD R HD R HDR HD R HDRHDR DESCRIPTION SYMBOLS SYMBOL INDICATES 2x BLOCKING U.N.O. INDICATES CEILING JOISTS, SIZE PER SCHEDULE BELOW INDICATES WOOD POST W/ A MIN. SIZE OF: 4x DEPTH OF WALL, U.N.O. INDICATES WOOD POST ABOVE THIS LEVEL OF FRAMING X x X <C = xx">INDICATES BEAM AND <CAMBER ON BEAM> P.A . INDICATES ROOF RAFTER / FLOOR JOIST INDICATES EXTENT OF ROOF RAFTER / FLOOR JOIST INDICATES WOOD KING POST PER DETAIL 2/S121 K.P . HDR INDICATES HEADER AND SIZE PER 1/S120 U.N.O. x-xx@xx SEE SCHEDULE ON PLAN C.J. INDICATES WOOD BEAM TO BEAM CONNECTION, SEE DETAIL 6/S121 INDICATES WOOD BEAM TO BEAM CONNECTION, AND A FACE MOUNT HANGER MUST BE USED, SEE DETAIL 6/S121 F.M.H. INDICATES WOOD BEAM SUPPORTED ON TOP OF WALL, SEE DETAIL 4/S121 INDICATES WOOD BEAM SUPPORTED BY WOOD POST N.N.O., SEE DETAIL 1/S121 INDICATES STRAP <D/3> U.N.O. SEE DETAIL 2/S122DRAG X x X (C.L.)INDICATES BEAM AT CEILING LEVEL SHEAR WALL SCHEDULE & MIN. LENGTH END POST W/ HOLD-DOWN OR STRAP TIE SHEAR WALL SHEATHING TYP. DETAILS SEE SHEET S123 x x'-x" PER TYP. DETAIL SHEET S124 HDUxxMSTxx INDICATES WOOD SHEATHED SHEAR WALL BELOW THIS LEVEL 6 S310TYP. TYP. 8 S310 TYP. 10/S310 TYP. 10/S310 TYP. 10/S310 TYP. 9/S310 B 6' - 3 " D 18'-10" B 6'-6" B 9'-2" B 5' - 1 1 " B 7' - 7 " B 7'- 7 " B 6'-0"B 8'-8" HF 2 HF 2 HF 2 HF 2 C 12'-9" C 12'-9" 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . F. M . H . F. M . H . F. M . H . F. M . H . F. M . H . F.M . H . F. M . H . P.A . P. A . P.A. DR A G DRAG F. M . H . DR A G DRAG C 4' - 1 0 " D 19'-4" B 7'-6" B 10'-5" C 5' - 4 " C 4'- 1 0 " C 4' - 1 1 " A 9'-6" A 10'-5" C 7'-4" C7' - 6 " C4' - 2 " C 3'- 1 0 " C8' - 2 " C 7'-10" 6x12 HD R HD R HD R HD R 6x12 HDR 5. 2 5 x 1 1 . 2 5 P S L HD R HD R 5. 2 5 x 1 1 . 2 5 P S L HDR 4x 1 2 6x 1 2 3.5x11.25 PSL 4x 1 2 4x 1 2 5.25x11.25 PSL 6x 1 2 4x 1 2 6x 1 2 7x11.25 PSL 6x 1 2 4x 1 2 4x12 4x 1 2 4x 1 2 3.5x11.25 PSL 5.25x11.25 PSL 4x12 4x 1 2 6x 1 2 6x 1 2 6x 1 2 4x 1 2 7x11.25 PSL 6x 1 2 6x 1 2 4x 1 2 4x 1 2 6x 1 2 4x 1 2 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . P.A .P.A.P.A. P.A .P.A. P.A . P.A . P.A. P.A. P.A . P.A. P.A. P.A . P.A. P.A .P.A. P.A . P.A . P.A. P.A. P.A . P.A. P.A . P.A . P.A. P.A . P.A. P.A. MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 MST-60 MST-60 MST-60 MST-60 MST-48 MST-48 P.A. P.A . MST-48 MST-48 MST-48 MST-48 MST-48 MST-48 F.M. H . F. M . H . F. M . H . F.M. H . DRAG DRAG DRAG DRAG DR A G DR A G DR A G DR A G 4x 1 2 4x6 4x 6 4x 1 2 4x6 4x 6 F.M. H . 6 S310 TYP. 7 S310 TYP. 6 S310TYP. TY P . 9/ S 1 2 1 TY P . 9/ S 1 2 1 TYP. 9/S310 TYP. 9/S310 11 S310TYP. TY P . 10 / S 3 1 0 TY P . 9/ S 3 1 0 4x 1 2 6 S310TYP. 8 S310 TYP. 8 S310 TYP. 7 S310 TYP. 8 S310 TYP. 8 S310 TYP. TYP. 8 S310 TYP. 8 S310 6x 1 2 HD R HD R F. M . H . F. M . H . F. M . H . F. M . H . F. M . H . F.M. H . 4x 6 4x 6 4x 6 4x 6 F.M. H . F.M. H . 2x 1 2 @ 1 6 " O . C . 4x 1 0 TYP. 11 S310 2x 1 2 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . DRAG DRAG DR A G DRAG DRAG DRAG DRAG DR A G DR A G DR A G DR A G DRAG DR A G DRAG DR A G DR A G DR A G DR A G C46 C46 C46 C46 TYP. 5 S331 TYP. 5 S331 C46 C66 1/S121 C 6 6 DRAG TY P . 6/ S 3 2 1 TY P . 6/ S 3 2 1 S202 DR A G DR A G 2x10@16" O.C. 2x10@16" O.C. 6/S1 2 1 F.M . H . 2x 1 2 @ 1 6 " O . C . 2x 1 2 @ 1 6 " O . C . HARDY FRAME SCHEDULE SIZE MARK HFX-24X9 1 1/8" HS. HF2 DETAILS SEE HFX-1~HFX-3 HFX-21X78 1 1/8" HS. HF1 SEE HFX-1~HFX-3 HFX-24X8 1 1/8" HS. HF3 SEE HFX-1~HFX-3 MST-60 MST-60 TYP. 12/S121 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO T A FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 A. PLAN NOTES - GENERAL 1.SEE SHEET S100 FOR GENERAL NOTES AND MATERIAL SPECIFICATIONS. 2.SEE SHEET S110 THUR S124 FOR TYP. DETAILS. TYP. DETAILS APPLIES TO THIS ENTIRE PROJECT U.N.O. 3.THIS DRAWING PROVIDES INFO. FOR MINIMUM NUMBERS AND SIZES OF STRUCTURAL MEMBERS. ALL DIMENSIONS SHALL FOLLOW ARCHITECTURAL DRAWINGS. PLAN NOTES C1. PLAN NOTES - WALLS AND FLOOR FRAMING 1.SEE S120 FOR TYPICAL DETAILS FOR STUD WALL FRAMING. 2.SEE S121 FOR TYP. DETAILS FOR BEAM, POST AND JOIST CONNECTIONS. 3.PROVIDE WALL SHEATHINGS AT ALL EXTERIOR WALLS OTHER THAN SHEAR WALLS. USE 15/32" APA RATED SHEATHING OR OSB SHEATHING, SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12. 4.ALL EXTERIOR & INTERIOR HEADERS SIZES PER SCHEDULE ON 1/S120 U.N.O. 5.HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. WOOD POST SCHEDULE SIZEMARK 4x4C44 GRADE DF - NO.1 NOTES 4x6C46 DF - NO.1 4x8C48 DF - NO.1 CEILING JOIST SCHEDULE SIZEMARK 2x6 GRADE DF - NO.2 SPACING 16" O.C. NOTES 2X8 DF - NO.216" O.C. SPAN UP TO 17'-4" SPAN UP TO 22'-10" 6x6C66 DF - NO.1 6x8C68 DF - NO.1 C.J. WALL STUD SCHEDULE EXTERIOR WALLLEVELS 2X6 @ 16" O.C.ALL INTERIOR BEARING WALL INTERIOR NON-BEARING WALL 2X4 @ 16" O.C.2X4 @ 16" O.C. 2X10 DF - NO.216" O.C.SPAN UP TO 25'-10" ROOF FRAMING PLAN A 1 2 D B C 54 E F 3 G SCALE : 1/4"=1'-0"01N ROOF FRAMING PLAN 4X12 4X 1 2 4X1 2 4X12 4X12 4X12 4X 1 2 4X1 2 4X1 2 4X12 4X12 4 X 1 2 4X12 6x 1 2 6x 1 2 A 21'-10" 11 ' - 9 " B5' - 7 " A B 6' - 1 1 " B 18'-4" B5' - 7 " 16 ' - 4 " A B 9'-0" 2x 6 @ 1 6 " O . C . 6x12 (C.L.) 6x12 (C.L.) 6x12 (C.L.)4x10 (C.L.) 4x10 (C.L.) 4x10 (C.L.) K.P. K.P. K.P. K.P . K.P . K.P. K.P . K.P . 2x 6 @ 1 6 " O . C . 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. 2x 6 @ 1 6 " O . C . C.J. HD R HD R HD R HD R HD R HD R HDR HDR HD R HD R HD R HD R HD R 4X12 4x 1 2 4x12 2 S310 TYP. 1 S310 TYP. 2 S310 TYP. 1 S310 TYP. 2 S310TYP. 1 S310TYP. 1 S310 TYP. 3/S 3 1 0 TYP . 3/S3 1 0 TYP . TYP. 4/S310 A 21'-10" 11 ' - 9 " B5' - 7 " A B 6' - 1 1 " B 18'-4" B5' - 7 " 16 ' - 4 " A B 9'-0" 4x10 (C.L.) K. P . DESCRIPTION SYMBOLS SYMBOL INDICATES 2x BLOCKING U.N.O. INDICATES CEILING JOISTS, SIZE PER SCHEDULE BELOW INDICATES WOOD POST W/ A MIN. SIZE OF: 4x DEPTH OF WALL, U.N.O. INDICATES WOOD POST ABOVE THIS LEVEL OF FRAMING X x X <C = xx">INDICATES BEAM AND <CAMBER ON BEAM> P.A . INDICATES ROOF RAFTER / FLOOR JOIST INDICATES EXTENT OF ROOF RAFTER / FLOOR JOIST INDICATES WOOD KING POST PER DETAIL 2/S121 K.P . HDR INDICATES HEADER AND SIZE PER 1/S120 U.N.O. x-xx@xx SEE SCHEDULE ON PLAN C.J. INDICATES WOOD BEAM TO BEAM CONNECTION, SEE DETAIL 6/S121 INDICATES WOOD BEAM TO BEAM CONNECTION, AND A FACE MOUNT HANGER MUST BE USED, SEE DETAIL 6/S121 F.M.H. INDICATES WOOD BEAM SUPPORTED ON TOP OF WALL, SEE DETAIL 4/S121 INDICATES WOOD BEAM SUPPORTED BY WOOD POST N.N.O., SEE DETAIL 1/S121 INDICATES STRAP <D/3> U.N.O. SEE DETAIL 2/S122DRAG X x X (C.L.)INDICATES BEAM AT CEILING LEVEL SHEAR WALL SCHEDULE & MIN. LENGTH END POST W/ HOLD-DOWN OR STRAP TIE SHEAR WALL SHEATHING TYP. DETAILS SEE SHEET S123 x x'-x" PER TYP. DETAIL SHEET S124 HDUxxMSTxx INDICATES WOOD SHEATHED SHEAR WALL BELOW THIS LEVEL 4x12 4X10 4X10 4 X 1 0 4X10 4x 1 0 4X1 0 4x10 4X 1 0 4X 1 0 4x 1 2 4x 1 2 4X 1 0 4X 1 0 4X1 0 4X 1 0 4X 1 0 4X10 4x 1 0 4 X 1 0 4x10 A 6'-1" 4' - 1 1 " A 10 ' - 9 " B A7'- 3 " B 19'-4" A7'- 4 " A 9'-0" A 4'-4" 11 ' - 8 " B A 4'-2" K.P. K.P. K. P . K. P . K. P . K.P . K.P . K. P . K.P. K.P.K.P. K. P . 4x12 (C.L.) 4x10 (C.L.) 6x12 (C.L.) 4x10 (C.L.) 4x10 (C.L.) K.P . 6x12 (C.L.) 4x10 (C.L.) 4x10 (C.L.) 4x12 (C.L.) HDR HD R HD R HD R HD R HD R HDR HDR HD R HD R HD R HD R HD R 2x 6 @ 1 6 " O . C . 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. 2x 6 @ 1 6 " O . C . 2x 6 @ 1 6 " O . C . C.J. C.J. C.J. 2x 6 @ 1 6 " O . C . 14 / S 3 1 0 T Y P . 14 / S 3 1 0 T Y P . 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. 2x6@16" O.C. DR A G DR A G 1 S310 TYP. 1 S310 TYP. 2 S310 TYP. 2 S310 TYP. 1 S310 TYP. 1 S310TYP. 2 S310TYP. 1/S120 11 S321TYP. TY P . 6/ S 3 2 1 TY P . 6/ S 3 2 1 S203 DR A G DR A G C2. PLAN NOTES - DIAPHRAGM 1.SEE S122 FOR TYPICAL DETAILS FOR DIAPHRAGM AND SHEATHING. 2.FLOOR AND DECK DIAPHRAGM SHEATHING: TO BE 19/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES", SPAN RATING 40/20, EXPOSURE I, W/10d COMMON NAILS @4/6/10 BLOCKED. 3.ROOF DIAPHRAGM SHEATHING: TO BE 15/32" APA RATED PLYWOOD SHEATHING, "SHEATHING GRADES, C-C, C-D", SPAN RATING 32/16, EXPOSURE I, W/10d COMMON NAILS @6/6/12 BLOCKED. 1A / S 1 2 3 14/S 3 1 0 TYP. 3' - 7 " B HD R HD R C.J. C.J. S300 DETAILS (FOUNDATION) TYP. EXT. WOOD WALL & FOOTING CONNECTION 1 FINISH GRADE ON GRADE CONC. SLAB W/ A.B. 2x OR 3x TREATED PL. PER SHEAR WALL SCHED. SHEAR WALL SEE PLAN WD. STUDS SEE PLAN WOOD SHEAR WALL W/O WOOD SHEAR WALL 2x TREATED PL. x7" EMB. @48"O.C. W/ 5/8" Ø A.B. 3" C L R . 24 " M I N . FINISH GRADE ON GRADE CONC. SLAB WD. STUDS SEE PLAN 18" 24" #4 DOWELS @16" O.C. (IN T O R E C O M M E N D E D BE A R I N G M A T E R I A L ) 3" C L R . 24 " M I N . 18" 24" #4 DOWELS @16" O.C. (I N T O R E C O M M E N D E D BE A R I N G M A T E R I A L ) 8" M I N . SE E A R C H . 8" M I N . SE E A R C H . REINFORCEMENT PER PLAN REINFORCEMENT PER PLAN FDN. PLAN SEE FDN. PLAN SEE B.N. 1 3/4" MIN. 1 3/4" MIN. CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 CONCRETE AFTER FILL WITH BLOCK-OUT IN PLACE COLUMN IS SET 1/4" 1 1 1" NON SHRINK DRYPACK f'c=3000psi 3" C L R . EE TYP. 2" STEEL POST SEE PLAN 24 " M I N . 1" NON SHRINK DRYPACK f'c=3000psi SEE PLAN BASE PL. STEEL POST SEE PLAN SEE PLAN CONC. SLAB ON GRADE 9" E M B E D . MI N . CONCRETE AFTER FILL WITH BLOCK-OUT IN PLACE COLUMN IS SET * SPECIAL INSPECTION REQUIRED. 2" CLR.2" CLR. TYP. 2" SQUARE WASHER 3"x3"x0.229" TYP. "A" SEE PLAN BASE PL. 3" TYP . C . OF COLUMNL FDN. PLAN PLAN "A" ST'L. COL. TO FOOTING CONNECTION 2 3TYP. INT. WOOD WALL & FOOTING CONNECTION 3" C L R . ON GRADE CONC. SLAB SHEAR WALL SEE PLAN 9" W/ A.B. 2x OR 3x TREATED PL. PER SHEAR WALL SCHED. WD. STUDS SEE PLAN ON GRADE CONC. SLAB #4 DOWELS @16" O.C. 18" 24" 2x TREATED PL. x9" EMB. @48"O.C. W/5/8"Ø A.B. 18 " M I N . FINISH GRADE 9" 18 " M I N . 3" C L R . ON GRADE CONC. SLAB WD. STUDS SEE PLAN FINISH GRADE ALT. ALT.ON GRADE CONC. SLAB #4 DOWELS @16" O.C. 18" 24" WOOD SHEAR WALL W/O WOOD SHEAR WALL B.N. 4 FINISH GRADE ON GRADE CONC. SLAB 3" C L R . 24 " M I N . 18" 24" #4 DOWELS @16" O.C. (IN T O R E C O M M E N D E D BE A R I N G M A T E R I A L ) 8" M I N . SE E A R C H . REINFORCEMENT PER PLAN FDN. PLAN SEE 1 3/4" MIN. TYP. SLAB EDGE AND FOOTING CONNECTION 1/4" 1 1 1" NON SHRINK DRYPACK f'c=3000psi SEE PLAN BASE PL. STEEL POST SEE PLAN 2" C L R . 2" C L R . 3" TYP. C . OF COLUMNL PLAN "A" 6TYP. INT. WOOD WALL & FOOTING CONNECTION FINISH GRADE ON GRADE CONC. SLAB 3" C L R . 24 " M I N . 18" 24" #4 DOWELS @16" O.C. (IN T O R E C O M M E N D E D BE A R I N G M A T E R I A L ) 8" M I N . SE E A R C H . REINFORCEMENT PER PLAN FDN. PLAN SEE12" STEEL POST SEE PLAN "A" 18 " M I N . SEE PLAN BASE PL. 1" NON SHRINK DRYPACK f'c=3000psi 18 " 18 " 12" EXTEND FOOTING EXTEND FOOTING EXT. WALL SURFACE S310 DETAILS (WOOD) CRIPPLE POST SEE PLAN RIDGE BEAM SEE PLAN HIP BEAM SEE PLAN SIMPSON A35 SIMPSON PC RIDGE BEAM SEE PLAN SIMPSON A35 CRIPPLE POST SEE PLAN HIP BEAM SEE PLAN SIMPSON PC @BOTHSIDE W/SIMPSON HRC44 SIMPSON HRC44 RIDGE BEAM TO HIP BEAM CONNECTION 3 SIMPSON STRAP ST-18 @48" O.C. SEE PLAN 2x R.R. RIDGE BEAM OR HIP BEAM SEE PLAN SEE PLAN 2x R.R. SIMPSON HANGER SEE HANGER SCHEDULE RIDGE / HIP BEAM TO R.R. CONNECTION 4 CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 B.N. SEE PLAN WD. STUDS 2x R.R. SEE PLAN (4)-16d TOE NAILS SIMPSON A35 SEE SCHED. SEE PLAN SHEAR WALL B.N. PERPENDICULAR PARALLEL SIMPSON H2.5A @48" O.C. 2x C.J. SEE PLAN ROOF SECTION 1 B.N. SEE PLAN WD. STUDS 2x R.R. SEE PLAN (4)-16d TOE NAILS SIMPSON A35 SEE SCHED. SEE PLAN SHEAR WALL B.N. 2x C.J. SEE PLAN SIMPSON H2.5A @48" O.C. ROOF SECTION 2 B.N. SEE PLAN WD. STUDS 2x R.R. SEE PLAN (4)-16d TOE NAILS SIMPSON A35 @32" O.C. PERPENDICULAR PARALLEL SIMPSON H2.5A @48" O.C. 2x C.J. SEE PLAN B.N. 2x R.R. SEE PLAN (4)-16d TOE NAILS SIMPSON A35 2x C.J. SEE PLAN SIMPSON H2.5A @48" O.C. W/2-16d @16"O.C. 2x SILL PLATE OR HDR. WD. BEAM SEE PLAN SEE PLAN WD. STUDS W/2-16d @16"O.C. 2x SILL PLATE OR HDR. WD. BEAM SEE PLAN B.N. 2X6@16"O.C.2x BLOCKING @48"O.C. SEE PLAN SHEAR WALL SIMPSON A35 SEE SCHED. WD. STUDS SEE PLAN B.N. SEE PLAN WD. STUDS 3x SILL PLATE SEE SHEAR WALL SCHED. 2x F.J. SEE PLAN 2x BLOCKING SEE PLANB.N. WD. BEAM SEE PLAN SEE PLAN SHEAR WALL 6EXT. WD. WALL SECTION SEE SHEAR WALL SCHED. 3x SILL PLATE 2x F.J. SEE PLAN B.N. @32"O.C. SIMPSON A35 SIMPSON SLOPED HANGER 2x LEDGER 2x BLOCKING WD. STUDS SEE PLAN WD. STUDS SEE PLAN SEE PLAN SHEAR WALL SEE SHCED. SIMPSON A35 W/2-1/4"Ø LAG SCREW @16" O.C. 2x SILL PLATE W/2-16d @16"O.C. 2X6@16"O.C. SEE PLAN SHEAR WALL ROOF SECTION 8 OR HDR. WD. BEAM SEE PLAN SEE SHEAR WALL SCHED. 3x SILL PLATE 2x F.J. SEE PLAN B.N. @32"O.C. SIMPSON A35 SIMPSON SLOPED HANGER 2x BLOCKING WD. STUDS SEE PLAN WD. STUDS SEE PLAN SEE PLAN SHEAR WALL SEE SHCED. SIMPSON A35 2x SILL PLATE W/2-16d @16"O.C. 2x10 #2 R.R.@16"O.C. SEE PLAN SHEAR WALL OR HDR. WD. BEAM SEE PLAN SIMPSON A35 SEE SCHED. B.N. 2X6@16"O.C. E.N. SEE PLAN SHEAR WALL WD. STUDS SEE PLAN 2x F.J. SEE PLAN (2)-2x BLOCKING OR WOOD BEAM SEE PLAN WD. STUDS SEE PLAN SHEAR WALL SEE SHEAR WALL SCHED. 3x SILL PLATE SEE PLAN 7EXT. WD. WALL SECTION WD. STUDS SEE PLAN SEE SHCED. SIMPSON A35 SEE SHEAR WALL SCHED. 3x SILL PLATE SEE PLAN WD. STUDS B.N.2x F.J. SEE PLAN 2x SILL PLATE W/(2)-16d @16"O.C. (2)-2x BLOCKING SEE PLAN SEE PLAN WD. STUDS 2x SILL PLATE W/(2)-16d @16"O.C. 2x F.J. SEE PLAN 2x BLOCKING SEE PLAN B.N. WD. BEAM OR (2)-2x F.J. SEE PLAN TYP. CRIP. WALL TO FLOOR CONNECTION 9 SEE PLAN WD. STUDS B.N.2x F.J. SEE PLAN 3x SILL PLATE SEE SHEAR WALL SCHED. WD. BEAM SEE PLAN SEE PLAN WD. STUDS 3x SILL PLATE SEE SHEAR WALL SCHED. 2x F.J. SEE PLAN 2x BLOCKING SEE PLANB.N. WD. BEAM SEE PLAN SEE PLAN SHEAR WALL SIMPSON HANGER SEE HANGER SCHED. 2/S111 SEE PLAN SHEAR WALL TYP. CRIP. WALL TO FLOOR CONNECTION 10 ROOF SECTION 11 SEE SHEAR WALL SCHED. 3x SILL PLATE 2x F.J. SEE PLAN B.N. @32"O.C. SIMPSON A35 SIMPSON SLOPED HANGER 2x12 #2 LEDGER 2x BLOCKING WD. STUDS SEE PLAN W/2-1/4"Ø LAG SCREW @16" O.C. 2x SILL PLATE W/2-16d @16"O.C. 2X6@16"O.C. SEE PLAN SHEAR WALL OR HDR. WD. BEAM SEE PLAN SEE PLAN 2x F.J. W/SIMPSON LSTA36 (24-10d NAILS) WOOD BEAM SEE PLAN WOOD BEAM SEE PLAN 2x BLOCKING @48" O.C. SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN 2x F.J. SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL SEE SHEAR WALL SCHED. 3x SILL PLATE SEE SHEAR WALL SCHED. 3x SILL PLATE SIMPSON JB HANGER 2x STUDS @48" O.C. WD. WALL TO WD. BEAM CONNECTION 12 EXT. WD. WALL SECTION 13 HIP BEAM TO TOP PLATE CONNECTION 14 SIMPSON "HCP4Z" SEE PLAN HIP BEAM (SAME WIDTH OF BEAM) MULTI-STUDS OR WD. POST DBL. TOP PLATE SEE PLAN HIP BEAM (SAME WIDTH OF BEAM) MULTI-STUDS OR WD. POST DBL. TOP PLATE SIMPSON A35 @BOTH SIDE "A" PLAN SIMPSON "HCP4Z" "A" W/(2)-16d @16"O.C. 2x #2 LEDGER W/(2)-16d @16"O.C. 2x #2 LEDGER W/(2)-16d @16"O.C. 2x #2 LEDGER @32" O.C. B.N. SEE PLAN WD. STUDS 2x BLOCKING WD. STUDS SEE PLAN SHEAR WALL SEE PLAN B.N. 2x F.J. E.N. SIMPSON A35 SEE PLAN SEE SHCED. 4x BLOCKING WOOD BEAM SEE PLAN SEE SHEAR WALL SCHED. 3x SILL PLATE SEE PLAN SHEAR WALL SEE SHEAR WALL SCHED. 3x SILL PLATE WD. STUDS SEE PLAN SEE SHCED. SIMPSON A35 2x SILL PLATE W/2-16d @16"O.C. 15TYP. ST'L BEAM TO WD. BEAM CONNECTION STEEL BEAM SEE PLAN SIMPSON ST6236 2x BLOCKING @48" O.C.1/4" SEE PLAN WD. BEAM SEE PLAN 2-2x F.J. 3'- 6 " M A X . SE E A R C H . 16ST'L. BEAM TO JOIST CONNECTION PERPENDICULAR SIMPSON A35 SEE SCHED. B.N. 2x R.R. SEE PLAN E.N. SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL WD. STUDS SEE PLAN B.N.2x R.R. "DBL" JOISTS (4)-8d NAILS @48"O.C. UNDER THE WALL E.N. 2x BLOCKING SEE PLAN PARALLEL 2x C.J. SEE PLAN 2x C.J. SEE PLAN 2x C.J. SEE PLAN2x C.J. SEE PLAN W/(2)-16d @16"O.C. 2x LEDGER WD. STUDS SEE PLAN W/(2)-16d @16"O.C. 2x LEDGER 4"4" (3)-16d SIMPSON A35 SEE SCHED. TYP. INT. SHEAR WALL SECTION(TOP LEVEL)5 17ROOF SECTION 2x R.R. SEE PLANW/(2)-16d @16" O.C. 2x BLOCKING WD. BEAM SEE PLAN B.N. B.N. @32" 0.C. SIMPSON A35 2x4 STUDS @16" O.C. B.N.B.N. B.N. 2x BLKG. W/ 16d @ 16" O.C. 2x BLKG. BETWEEN JOIST W/2-16d @16" O.C. STEEL BEAM SEE PLAN @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER SEE PLAN 2x F.J. SIMPSON HANGER 1/4" 3'- 6 " M A X . SE E A R C H . B.N. SIMPSON LTSA 36 2x JOIST B.N. 2x BLKG. @ 16" O.C. W/ 4- 16d TOE NAILS @16" O.C. 18" MIN. 3" M I N . 18 SEE PLAN 2x F.J. 2x SILL PLATE W/2-16d @16"O.C.SEE PLAN WOOD BEAM 2x BLOCKING @48" O.C. WD. STUDS SEE PLAN SEE PLAN WOOD BEAM WD. STUDS SEE PLAN SHEAR WALL SEE PLAN E.N. @48" O.C. SIMPSON ST6236 @32" O.C. SIMPSON A35 EXT. WD. WALL SECTION SEE PLAN SHEAR WALL SEE SHEAR WALL SCHED. 3x SILL PLATE B.N. 2x LEDGER W/2-1/4"Ø LAG SCREW @16" O.C. GUARDRAIL @48"O.C. TS 2x2x1/4 GUARDRAIL @48"O.C. TS 2x2x1/4 1 1/2"2 1/2" 1 1 / 2 " 4" 2 1 / 2 " 2 1 / 2 " 2 1 / 2 " 2 1 / 2 " CUSTOM WOOD BEAM TO STEEL BEAM CONNECTION 1 1 1 / 2 " BOLTS PER ROW PROVIDE AS MANY AS BEAM DEPTH ALLOWS TOP VIEW SIDE VIEW 1/4"THK. PL. W/ 5/8"Ø A307 N THRU BOLTS BEND RADIUS =3/8" TY P . TYP. TY P . TY P . WOOD BEAM STEEL BEAM S320 DETAILS (STEEL) CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 9 112"6" "A" DETAIL "A" 3/8" PL.xWIDTH OF BM. W/(2)-5/8"Ø A307 BOTH SIDE 3/8" STIFF. 1/4" 1/4" 3" 138" C . OF COLUMNL SEE PLAN STEEL COLUMN 1/2" MIN. 138" STEEL BEAM SEE PLAN STEEL BEAM SEE PLAN END BEAM TO ST'L COL. CONNECTION BEAM SIZE A490-N CONNECTION SCHEDULE H.S.B.A490-N H.S.B.(2ND ROW) WHERE REQ'D(1ST ROW) SHEAR PLATE "t" WELD (BOTH SLDES) W6x, C6x W8x, W10x C8x, C10x W12x, C12x MC12x, W14x (2)-3/4"Ø (2)-7/8"Ø (3)-7/8"Ø -3/8 1/4 W16x W18x W21x W24x W27x W30x W33x W36x (4)-7/8"Ø (4)-1"Ø (5)-1"Ø (6)-1"Ø (7)-1"Ø (8)-1"Ø (9)-1"Ø (10)-1"Ø - - - - - (2)-1"Ø (2)-1"Ø (2)-1"Ø (2)-1"Ø (2)-1"Ø 3/8 3/8 3/8 3/8 1/2 1/2 1/2 1/2 5/8 5/8 5/16 5/16 1/2 1/2 1/2 1/2 1/2 1/2 5/16 5/16 NOTE : SEE TYPICAL SKEWED BEAM CONNECTION DETAIL AT SKEWED CONDITION NOTE : ALL STIFFENERS SHALL EXTEND TO EDGE OF FLANGE MINIMUM. SEE CONNECTION SCHEDULE AND TYPICAL BEAM CONNECTION DETAIL ABOVE FOR REMAINDER OF INFORMATION. BOTTOM FLANGEA PROVIDE STIFFENER WHERE INDICATED ON PLAN THUS FULL HEIGHTB PROVIDE STIFFENER WHERE INDICATED ON PLAN THUS F C PROVIDE STIFFENER WHERE INDICATED ON PLAN THUS BS SEE SCHEDULE D PROVIDE STIFFENER WHERE INDICATED ON PLAN THUS d E BOTH SIDES FULL HEIGHT MATCH SHEAR ⅊ "t"& WELD FARSIDE BEAM SPLICE TYPICAL 5/16" 2" 4"3" 12" BEAM CONNECTION TYPICAL W6x AND C6x 3"3"112" d/ 2 TYPICAL BEAM CONNECTION TYPICAL SKEWED BEAM CONNECTION FOR SIZE AND NUMBER OF BOLTS SEE CONNECTION SCHEDULE ANGLE "t" TO EQUAL SCHEDULE SHEAR TAB THICKNESS SEE CONNECTION SCHEDULE A A 2"5" TYP.TYP. A S R E Q U I R E D 45 ° M A X . A-A TYPICAL BEAM CONNECTION DETAIL AND SCHEDULE TYPICAL BEAM TO COLUMN CONNECTIONS A 2"3" 5" SIMPSON SEE CONNECTION SCHEDULE B CAP ⅊ TO COL.516" 1/4" CAP ⅊38" NOTE : FOR REMAINDER OF INFORMATION SEE DETAIL A BEAM TO COLUMN FLANGE, INDICATED THUS ON PLAN :BEAM TO COLUMN WEB, INDICATED THUS ON PLAN : C 2"3" 5" D CAP ⅊ TO COL.516" CAP ⅊ : 12" THICK FOR SINGLE ROW OF BOLTS, 34" FOR DOUBLE ROWS OF BOLTS SIMPSON SEE CONN. SCHED.1" GAP TYP. TYP. (T&B) ⅊S : 12" THINK FOR SINGLE ROW OF BOLTS, 34" FOR DOUBLE ROWS OF BOLTS ⅊ TO BOTH COL. FLANGES TYP.516" TYP. NOTE : FOR REMAINDER OF INFORMATION SEE DETAIL A SEE SCHEDULE SEE SCHEDULE 12"2"2" 3" 134" TY P . SEE SCHEDULE 1ST ROW (TYPICAL) 2ND ROW (WHERE OCCURS) WHERE INDICATED ON PLAN THUS FOR SHEAR ⅊ AND FASTENERS SEE SCHEDULE 3" 1/4" 5/16" 5/16" TYPICAL BEAM TO COLUMN & BEAM CONNECTION DETAIL AND SCHEDULE 11 STEEL BEAM TO F.J. CONNECTION 2 2x BLOCKING W/2-16d @16" O.C. 2x F.J. SEE PLAN STEEL BEAM 2x F.J. SEE PLAN SEE PLAN 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. 2x F.J. SEE PLAN STEEL BEAM SEE PLAN SIMPSON "HUS210" HANGER W/2-16d @16" O.C. 2x12 #2 LEDGER @24"O.C. STAGGER. W/1/2"Ø M.B WD. FILLER SEE PLAN WD. STUDS W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. @24"O.C. STAGGER. W/1/2"Ø M.B WD. FILLER SEE PLAN WD. STUDS W/ WELDED STUD 3x FULL NAILER PER SHEAR WALL SCHED. ST'L. BEAM TO ST'L COL. CONNECTION 10 2"8" "A" DETAIL "A" 1/4" PL.xWIDTH OF BM. W/4-5/8"Ø A307 BOTH SIDE 1/4" STIFF. 3/8" 3/8" 4" 2" C . OF COLUMNL SEE PLAN STEEL COLUMN 2" STEEL BEAM SEE PLAN STEEL BEAM SEE PLAN 2" ST'L. BEAM TO ST'L. BEAM CONNECTION 3 STEEL BEAM SEE PLAN W/1/2"Ø M.B. @24" O.C. STAGGERED 2x FULL NAILER BOTH SIDE 3/8" STIFF. 2x F.J. SEE PLAN 3/8" 3/8" ST'L. PL. W/1/2"Ø M.B. @24" O.C. STAGGERED 3x FULL NAILER 12" 3/8" "A" ST'L. BEAM TO F.J. CONNECTION 5 ST'L BEAM 2x F.J. SEE PLAN SEE PLAN SIMPSON "HUS" HANGER 2x BLOCKING W/2-16d @16" O.C. 2x F.J. SEE PLAN ST'L BEAM 2x F.J. SEE PLAN SEE PLAN @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER2x BLOCKING W/2-16d @16" O.C. 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER BOTH SIDE 3/8" STIFF. 1/4" C . OF COLUMNL SEE PLAN STEEL COLUMN STEEL BEAM SEE PLAN 3" SIMPSON STRAP 2x DBL TOP PLATE WD. STUDS SEE PLAN 2x F.J. SEE PLAN CMST14 DRAG CONNECTION DETAILS 8 4ST'L. BEAM TO WD. POST CONNECTION STEEL BEAM SEE PLAN SEE PLAN WD. POST SIMPSON CB 1/4" 3/8" BOTH SIDE 3/8" STIFF. C . OF COLUMNL SEE PLAN WD. POST 1/4" PL 3"x10 1/2" 1/4" 3/8" BOTH SIDE 3/8" STIFF. C . OF COLUMNL W/ 5/8" M.B. THRU 12TYP. ST'L BEAM TO WD. BEAM CONNECTION 2x BLOCKING W/2-16d @16" O.C. WOOD BEAM SEE PLAN WOOD BEAM SEE PLAN STEEL BEAM SEE PLAN SIMPSON "B" HANGER @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLERSIMPSON ST6236 13 STEEL BEAM SEE PLAN W/1/2"Ø M.B. @24" O.C. STAGGERED 2x FULL NAILER BOTH SIDE 3/8" STIFF. 2x F.J. SEE PLAN 3/8" 1 3/4" ST'L. PL. 1/4" ST'L. BEAM TO ST'L. BEAM CONNECTION @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER BOTH SIDE 3/8" STIFF. 3/8" ST'L COL. TO WOOD BEAM CONNECTION C . OF COLUMNL DET.S-6 11 SEE SEE PLAN STEEL COLUMN SEE PLAN STEEL BEAMSIMPSON "CCOQ" SIMPSON CMST14 x72"LONG 3SIDE 1/4" SEE PLAN WOOD BEAM SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL 14 6ST'L. BEAM TO F.J. CONNECTION W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. STEEL BEAM SEE PLAN HANGER SIMPSON STD. W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. 2x BLOCKING @48" O.C. 2x F.J. SEE PLAN 2x F.J. SEE PLAN STEEL BEAM SEE PLAN HANGER SIMPSON STD. 2x F.J. SEE PLAN 2x F.J. SEE PLAN @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER 2x BLOCKING W/2-16d @16" O.C. @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER ST'L BEAM TO WD. BEAM CONNECTION 7 SEE PLAN STEEL BEAM SIMPSON ST6236 STRAP @24" O.C. STAGGER. W/1/2"Ø BOLTS 3x FULL NAILER SEE PLAN STEEL BEAM SIMPSON ST6236 STRAP SEE PLAN WD. BEAM @24" O.C. STAGGER. W/1/2"Ø BOLTS 3x FULL NAILER SIMPSON HANGER SIMPSON HANGER SEE PLAN WD. BEAM SEE PLAN WD. BEAM @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER STEEL BEAM TO F.J. CONNECTION 1 2x BLOCKING W/2-16d @16" O.C. 2x F.J. SEE PLAN STEEL BEAM 2x F.J. SEE PLAN SEE PLAN 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. 2x BLOCKING @48"O.C. 2x F.J. SEE PLAN STEEL BEAM SEE PLAN SIMPSON "HUS210" HANGER W/2-16d @16" O.C. 2x12 #2 LEDGER @24"O.C. STAGGER. W/1/2"Ø M.B WD. FILLER SEE PLAN WD. STUDS W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. @24"O.C. STAGGER. W/1/2"Ø M.B WD. FILLER SEE PLAN WD. STUDS W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. S321 DETAILS (STEEL) CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 PLYWOOD SHEAR WALL @16"O.C. 3x NAILER W/1/2"Ø M.B. PLYWOOD SHEAR WALL ST'L COL. B.N. SEE PLAN "A" "A" DETAIL B.N.ST'L COL. @16"O.C. W/1/2"Ø M.B. 3x FULL NAILER TYP. STEEL POST TO SHEAR WALL 2 SEE SHEAR WALL SCHED. 3x SILL PLATE SEE PLAN SHEAR WALL SEE SHEAR WALL SCHED. 3x SILL PLATE SEE PLAN SHEAR WALL @32" 0.C. SIMPSON A35 SEE PLAN STEEL BEAM W/1/2"Ø M.B. 3x FULL NAILER @24" O.C. STAGGER. 2x F.J. SEE PLAN 2x F.J. SEE PLAN 2x BLOCKING @48"O.C. ST'L. BEAM TO JOIST CONNECTION 4 3ST'L. BEAM TO F.J. CONNECTION STEEL BEAM SEE PLAN HANGER SIMPSON STD. 2x BLKG. 2x BLOCKING @48" O.C. 2x F.J. SEE PLAN 2x F.J. SEE PLAN STEEL BEAM SEE PLAN HANGER SIMPSON STD. 2x F.J. SEE PLAN 2x F.J. SEE PLAN @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER 2x BLOCKING W/2-16d @16" O.C. @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER2x BLKG. ST'L BEAM TO WD. BEAM CONNECTION 5 SEE PLAN STEEL BEAM SIMPSON ST6236 STRAP SIMPSON HANGER SEE PLAN WD. BEAM SEE PLAN WD. BEAM @24" O.C. STAGGER. W/1/2"Ø M.B WD. FILLER 2x BLKG. 6TYPICAL SOUND ISOLATION WALL DETAILS TYP. WALL PLAN 3x6 #2 SILL PLATE SEE SHEAR WALL SCHED. 16" 16" ROD SEE PLAN TYP. TYP. "A" SHEAR WALL SEE PLAN @48" O.C. 2x BLOCKING 3x6 #2 TREATED PL. SEE SHEAR WALL SCHED. W/5/8"Ø A.B.x9" EMB. CONC. FOOTING SEE PLAN 2x BLOCKING SEE SCHED. SIMPSON A35 B.N. SHEAR WALL SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL SEE PLAN TYP. "A" ROOF SECTION TYP. "A" DECK SECTION E.N. E.N. SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS 1 S120 DET. SEE 1 S120 DET. SEE SEE PLAN R.R. SEE PLAN R.R. 7ST'L. BEAM TO WD. POST CONNECTION STEEL BEAM SEE PLAN SEE PLAN WD. POST 1/4" PL 3"x17 1/2" 1/4" 3/8" BOTH SIDE 3/8" STIFF. C . OF COLUMNL W/ 3/4" M.B. THRU 7" 3" 112" 3" 3" 9 2"8" "A" DETAIL "A" 1/4" PL.xWIDTH OF BM. W/4-5/8"Ø A307 BOTH SIDE 1/4" STIFF. 3/8" 3/8" 4" 2" C . OF COLUMNL SEE PLAN STEEL COLUMN 2" STEEL BEAM SEE PLAN STEEL BEAM SEE PLAN 2" END BEAM TO ST'L COL. CONNECTION 10 @16" O.C. W/1/2"Ø BOLTS FULL NAILER WD POSTSEE PLAN HSS STEEL POSTSEE PLAN WOOD TO STEEL POST CONNECTION 11 B.N. SIMPSON A35 SEE SCHED.SIMPSON H2.5A @48" O.C. B.N. SEE PLAN WD. STUDS 2x R.R. SEE PLAN (4)-16d TOE NAILS SIMPSON A35 SEE SCHED. 2x C.J. SEE PLAN ROOF SECTION SEE PLAN WD. STUDS W/2-16d @16"O.C. 2x SILL PLATE OR HDR. WD. BEAM SEE PLAN 2x6 R.R. @ 1 6 " O . C . W/ 16d @ 3 2 " O . C . S T A G G . B.N. 3'-0" MAX 1/4" BOLT OF HFX 12 SEE PLAN WD. STUDS 2x BLOCKING WD. STUDS SEE PLAN SHEAR WALL SEE PLAN E.N. SIMPSON A35 SEE SHCED. WD. BEAM WD. BEAM SEE PLAN SEE PLAN SIMPSON A35 @ 32" O.C. 2x LEDGER 2x BLKG. W/(2)-16d @16"O.C. 2x SILL PLATE W/2-16d @16" O.C. FLOOR SECTION WD. BEAM SEE PLAN TYP. CRIP. WALL TO FLOOR CONNECTION SEE PLAN WOOD BEAM SIMPSON COLUMN CAP "CCQ" WOOD BEAM CANTILEVER SEE PLAN SIMPSON COLUMN CAP "EPCZ" SEE PLAN WD. POST SIMPSON COLUMN CAP "ECCQ" WOOD BEAM SEE PLAN"A" "A" DETAIL SEE PLAN WOOD BEAM 13 SEE SHEAR WALL SCHED. SEE SCHED. SIMPSON A35 SHEAR WALL SEE PLAN SHEAR WALL SEE PLAN SHEAR WALL SEE PLAN @48" O.C. 2x BLOCKING 3x6 #2 SILL PLATE SHEAR WALL SEE PLAN 4x BLOCKING TYP. "A" FLOOR SECTION E.N. B.N. SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN WD. STUDS SEE PLAN F.J. SEE PLAN F.J. CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S330 HFX1 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 BB-RA le Shear Ties Model 4 5 6 79 (in) (in)a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 23 15 8 - # 4 14 - # 4 13 - # 4 18 - # 4 19-3/4 20-5/8 11 # 4 (min) @ 4" OC 16 - # 4 # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 - # 4 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 RA le Shear Ties Model 4 5 6 79 (in) (in)a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 8 - # 4 10 - # 4 19-3/4 20-5/8 # 4 (min) @ 4" OC # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 11 9 - # 4 11 - # 4 12 - # 4 1-1/8-STD-13-19 1-1/8-HS-20-30 1-1/8-STD-14-20 1-1/8-HS-20-30 Rod Dia Rod Grade AnchoragePanel1 2,3 UA Model 4 5 6a1 C a2C 78" - 10' 78" - 13' 14' - 20' 78" - 13' 14' - 20' 1-1/8 HS STD HS STD HS STD 20 HFX-12x 13 20 14HFX-15x, 18x HFX-15x, 18x Balloon HFX-21x, 24x HFX-21x, 24x Balloon 1-1/8-STD-14-20 1-1/8-HS-23-34 1-1/8-HS-20-30 HFX-9x 14 23 20 Height 30 19 30 20 20 34 30 1-1-2020 HFX1 DATE: AN C H O R A G E D E T A I L S - H F X P A N E L S TH I S D E T A I L S H E E T I S N O T P R O P R I E T A R Y A N D I S N O T R E Q U I R E D FO R P L A N S U B M I T T A L W I T H HA R D Y F R A M E P R O D U C T S ® REVISIONS DATE 1.DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SEC 17.2.3.4.3. 2.STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH STD OR GRADE 8 DOUBLE NUTS ON THE EMBED END. 3.HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 WITH A 1/2"x3"x3"(MIN) HFPW PLATE WASHER INSTALLED WITH DOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED). 4.LE = LENGTH OF EMBEDMENT FROM THE TOP 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 TO THE END OF THE FOOTING OR GRADE BEAM. 6.CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. 7.SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FOR NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR UA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA. 8.FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS. 9.STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND SPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FOR LAYOUT PATTERNS. 10.CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14, SECTION 17.7.2. COATED REINFORCEMENT MAY BE SPECIFIED BY THE EOR TO LIMIT EXPOSURE AND THEREFORE REDUCE MINIMUM CONCRETE COVER. COATED REINFORCEMENT MUST COMPLY WITH ACI 318-14, SECTION 20.6.2. BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - BB - RA ROD GRADE "BACK TO BACK" INSTALLATION REINFORCED ANCHORAGE ROD DIAMETER REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - RA ROD GRADE REINFORCED ANCHORAGE ROD DIAMETER UNREINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - 14 - 20 ROD GRADE EMBEDMENT DEPTH ( ) END & EDGE DISTANCE ( & ) ROD DIAMETER a1 le C a2 le & C 2-3/4" FOR PANEL ON CONCRETE A 18-3/4" 15-3/4" 12-3/4" 9-3/4" 8-1/2" 5-1/2"1-3/4" 2-5/8" 9" 12" 15" 18" 21" 24" HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A HFX-18x HFX-9x HFX-21x A ABB A ABB A ABB7 EQ SPA HFX-24x 5 EQ SPA 4 EQ SPA HFX-18x HFX-9x HFX-12x HFX-15x HFX-21x HFX-24x 3 EQSPA 4 EQ SPA A B B A A A A ABBBB A A A A A A ABBBBBBA 2 EQSPAKEY 3 EQ SPA 4" Min. 2'-6"Ca1 Ca2 26" Min Ca2 Ca2 22" Min Ca2 Ca2 Ca2 Ca1 Ca1 Ca1Min. 2'-6" 7 34" 1" RADIUS 135° BEND 16" 9" Min 11" Max LENGTH (1A/HFX1) RADIUS: # 3 = 34" Min # 4 = 1" Min 2 12" (Min) Over-Lap LENGTH RADIUS: # 3 = 3 4" Min # 4 = 1" Min 2 12" (Min) Over-Lap B A B HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x 7-1/2" 10-1/2" 12" 15" 18" 21" Length NOT REQUIRED WHENSHEAR TIES 79.5" - 8' TOP OF CONCRETE A = 2-1/2" o.c. B = 1-1/4" ea Side of HD KEY A = 3" o.c. B = 1-1/2" ea Side of HD A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.le - 3" C.le per Table D.le + 7" E.CL = 10" Min, 12" Max F.2'-2" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" (Min) UNO by EOR K.Stirrups per Table L.Ca1 per Table 4" A B C F E A B C D F E D CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (12" MIN WIDTH) EXTERIOR SLAB INTERIOR SLAB CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB B C D H G K I A L B C D G K I A L B C D D E C A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.12" Min C.15" Min D.22" Min E.CL = 6" Min, 8" Max F.1'-10" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" Min UNO by EOR K.Stirrups per Table L.Ca1 per Table A.Shear Ties per UA Table B.10" Max or per Plans C.le per Table D.Ca2 per Table E.±1" from Top of Concrete to CL of Shear Tie F.1" CL @ Upper Two Ties G.Shear Ties per RA Table when Top of Concrete is ≥8" above Top of Slab H.12" Min I.Ca1 per Table J J HF B7 A 1.ANCHORAGE IS DESIGNED FOR TENSION AND SHEAR TRANSFER ONLY, FOUNDATION DESIGN PER EOR. 2.REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TO REPLACE REINFORCEMENT DESIGNED BY THE EOR. 3.FOR RA AND BB-RA INSTALLATIONS, THE HFXBB BOLT BRACE MAY BE PLACED ON TOP OF THE STIRRUPS WITH DOUBLE-NUTS INSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE: 12" x 3" x 3" MIN. HFPW PLATE WASHERS ARE REQUIRED TO BE DOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.) 4.HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. WidthModelModel EDGE VIEW 2 - # 3 1 - # 3 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) H G F H I I Edge DistanceEnd Distance 2-3/8" 6-1/4" 7-3/8" 8-3/8" 9-3/8" 10-3/8" 2-3/8" 3-1/2" 4-1/4" 5" 5-1/2" 6" Shear Ties 7,8 ≥≥ HFX-12x HFX-15x B B B 2 EQSPA B 3 EQSPA AAAA 123 A B 1A 1B 2A 2B 3A 3B HFX ANCHOR CENTERLINES IMPORTANT NOTESUA SECTIONS & ELEVATIONS UA SHEAR TIESRA SHEAR TIES & STIRRUPS RA SECTIONS & ELEVATIONSBB-RA SECTIONS & ELEVATIONS BB-RA SHEAR TIES & STIRRUPS UNREINFORCED ANCHORAGE (UA)REINFORCED ANCHORAGE (RA)BACK TO BACK REINFORCED ANCHORAGE (BB-RA) IMPORTANT! "RA" SPA (2A/HFX1) le + 1" 7 34" 13" Min 15" Max LENGTH (1A/HFX1) RADIUS: # 3 = 34" Min # 4 = 1" Min 135° BEND CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S331 HFX2 REVISIONS DATE FR A M I N G D E T A I L S - H F X P A N E L S DATE: TH I S D E T A I L S H E E T I S N O T P R O P R I E T A R Y A N D I S N O T R E Q U I R E D FO R P L A N S U B M I T T A L W I T H M I T E K HA R D Y F R A M E P R O D U C T S ® NOTE: ATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT PREPUNCHED SCREW HOLES OR WITH SELF TAPPING SCREWS (#12 AT EDGES, #10 AT FACE). SECTION B SECTION A OPTIONAL INSTALLATION WITH HARDY FRAME BASE EXTENSION (HFBX) FOR ADJACENT FRAMING HFBX #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (BUGLE HEAD WITH SELF DRILLING TIP SHOWN) #12 SELF-TAPPING SCREWS AT EDGE OF PANEL. (BUGLE HEAD WITH SELF DRILLING WING TIP SHOWN) BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (HEX HEAD WITH SELF DRILLING TIP SHOWN) NOTES: A.SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. B.ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS. C.STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. D.STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. 21" PANEL 24" PANEL 18" PANEL 9" PANEL 12" PANEL 15" PANEL 15" Width = 8 6 3-1/2 HFX-15,18,21 & 24x14 164-1/4 1-1/8 HFX-15,18,21 & 24x15 HFX-15,18,21 & 24x16 HFX-15,18,21 & 24x17 176-1/4 188-1/4 200-1/4 Top Screw Qty (ea) 18" Width = 10 21" Width = 12 24" Width = 14 1 Hold Down Diameter (in) HFX-15,18,21 & 24x18 HFX-15,18,21 & 24x19 HFX-15,18,21 & 24x20 212-1/4 224-1/4 236-1/4 Screw Qty Available at Edges (ea) 7 8 4 3-1/2 92-1/4 1-1/8 HFX-12,15,18,21 & 24x9 HFX-12,15,18,21 & 24x10 HFX-15,18,21 & 24x11 104-1/4 116-1/4 128-1/4 Model Number Net Height (in) Depth (in) 1 Hold Down Diameter (in) HFX-15,18,21 & 24x12 HFX-15,18,21 & 24x13 140-1/4 152-1/4 Screw Qty Available at Edges (ea) 5 6 HFX-12,15,18,21 & 24x78 78 HFX-9x79.5 79-1/2 Top Screw Qty (ea) Model Number Net Height (in) Depth (in) 2 3 2 3 PANCAKE FIXTURE AS NEEDED INSTALLATION INSTRUCTIONS 1.WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1. 2.INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING ON OTHER SUPPORTING SURFACES. 3.USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS 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) 4.FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO BRACE THE OUT-OF-PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE-PUNCHED HOLES AT THE PANEL EDGES. 1.FOR STD OR HS GRADE HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. 2.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. HFX-9x8 93-3/4 1.(A) PRE-WELDED STRAPS ARE PROVIDED ON 78" AND 79-1/2" PANEL HEIGHTS. THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. (B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. 2.A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. 3.WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE BUILDING DESIGN PROFESSIONAL. 4.A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND IS 4" MINIMUM FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE OFFSET 1" MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. FOR HOLES LARGER THAN 1" DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. 1 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. 3 2 1.TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. 2.6x HEADER. 3.WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY IN THE PANEL CAVITY AS NEEDED. 4.WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. 1 1 2 4 3 1 1.PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI NON-SHRINK GROUT (MINIMUM). 2.NUT AND WASHER GRADES PER TABLE NOTE 1. 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 1 2 2 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND TREATED PLATE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 2 1 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED AT THE PANEL EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE OR WHEN SPECIFIED BY DESIGN PROFESSIONAL. 2 1 3 1.WOOD FILLER WITH USP MP4F CONNECTORS BOTH SIDES, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 2.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE-PUNCHED HOLES IN PANEL EDGES REQUIRED WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT-OF-PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 4.PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY. 5.CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. 4 5 3 1 2 1.CAVITY ORIENTED FOR CONNECTION ACCESS. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.NOMINAL 8 INCH FRAMING ABOVE (MIN). 4.A 2x FILLER WITH 1/4" x 4-1/2" MINIMUM WS SCREWS IS PERMITTED. 5.FIELD INSTALLED WOOD BACKING AS NEEDED. SECTION A 5 1 4 3 2 9" Width = 5 12" Width = 6 15" Width = 8 18" Width = 10 21" Width = 12 24" Width = 14 31 1.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 2.1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.2x WOOD FILLER. 2 HFX-12,15,18,21 & 24x8 HFX2 1-1-2020 ® TM TM ® ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE ALLOWABLE VALUES ON N&W ARE LESS THAN INSTALLATION ON CONCRETE NOTE: TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. TRIMMERS PER DESIGN PROFESSIONAL OPTIONAL SOFFIT 4" 4" 3 1B 2 1A 4 1" FILLER GREATER THAN 1-1/2 IN.6 3BACK TO BACK INSTALLATION 8 11 2 5 7 10 1 4 9 A B C D RAISED FLOOR HEAD-OUT INSTALLATION ON 2x PLATE STEEL BEAM ABOVE THRU-BOLT TOP PLATE CONNECTIONS INSTALLATION ON CONCRETE INSTALLATION ON NUTS & WASHERS 6x HEADER ABOVE-SECTIONS TOP CONNECTION TO HEADER INSTALLATION ON CURB HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET BALLOON PANELS 14 FEET THROUGH 20 FEET 5a 5b B A ® 3 4 1.STEEL BEAM PER PLANS 2.ALL THREAD RODS THRU-BOLTED TO STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4. HARDY FRAME STACKING WASHERS (HFSW) REQUIRED TO BE WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 5. HARDY FRAME "STK" PANEL WITH STACKING WASHERS WELDED INSIDE THE TOP CHANNEL BY MANUFACTURER. 1 2 5 ® ® RAKE WALL INSTALLATION 4" 3" TABLE NOTES CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402 WWW.PDS-STUDIO.COM STRUCTURAL SEAL: SHEET NO: SHEET NAME: EN G N IL C N R E E I SSFORPE S DE NOIAL E ACFEO TA FLI O R S T AIN J I XIA S-7144 STRUCT U R ALSIGN DATE: 10/16/2023 S332 HFX3 REVISIONS DATE DATE: FL O O R S Y S T E M D E T A I L S - H F X P A N E L S HFXBP24 HFXBP18HFXBP12 PANEL WIDTH3" NOTE: COUPLERS MAY BE USED WHEN THREADED ROD IS SUBJECT TO TENSION LOADS ONLY. HFXBP21 HFXBP15 NOTE: HARDY FRAME STACKING WASHERS (HFSW) ARE REQUIRED IN THE TOP OF PANELS WHEN CONNECTING TO TENSION ANCHORS FROM ABOVE. HARDY FRAME "STK PANELS" INCLUDE HFSW WASHERS PRE-WELDED IN THE TOP CHANNEL. 1.HOLD DOWN TENSION ANCHORS SPECIFIED AS STANDARD GRADE (STD) MUST COMPLY WITH ASTM F1554 GRADE 36 (OR EQUAL). HOLD DOWN TENSION ANCHORS SPECIFIED AS HIGH STRENGTH (HS) MUST COMPLY WITH ASTM A 193 GRADE B7 (OR EQUAL). TENSION ANCHORS (BOTH GRADES) CONNECT TO THE UPPER AND LOWER PANELS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS. A HARDY FRAME 'HFSW" STACKING WASHER IS REQUIRED IN THE TOP CHANNEL OF THE LOWER PANEL (AVAILABLE PRE-WELDED IN A HARDY FRAME "STK" PANEL). ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS AT EACH ANCHOR CONNECTION. ALTERNATE NUTS ARE 2H HEAVY HEX. 2.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHING DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 4-1/2" (MINIMUM) AT CONNECTIONS TO FLOOR SYSTEMS AND BEAMS BELOW. 4.1/4" DIAMETER SCREWS ARE REQUIRED AT THE EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2 INCH ABOVE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. ® ®± 1 1/2" ® 5 3 1 4 6 4 21 5 3 6 5 4 1 2 3 6 25 4 35 4 ® 1 1 NOTE: INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) MAY INCREASE DEFLECTION AND RESULT IN A DECREASE OF ALLOWABLE SHEAR VALUE, BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS. 4 ® ® 1.ACCESS HOLE LOCATED AT EDGE OF POST. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI STRENGTH NON-SHRINK GROUT (MIN). 1 2 3 1.FLOOR SHEATHING NOTCHED, INSTALL PANEL ON WOOD PLATE. 2.15# FELT OR EQUIVALENT RECOMMENDED BETWEEN PANEL BASE AND TREATED MUDSILL. 3.NUTS AND WASHERS PER TABLE NOTE 1. 1 3 ® 5 1 2 3 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME PANEL DIRECTLY ON RIM. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4.1/4" x 4-1/2" (MINIMUM) WS SCREWS THROUGH BOTTOM OF PANEL MINIMUM QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 1 2 5 3 4 3 15 4 ® 2 4 3" 3" 3" 3"3"3"3" 3"3" 3" 1 4 2 6 3 2 5 4 2 ® 2 3 1 3 4 3-1/2 HFX-12,15,18,21 & 24x8 92-1/4 1-1/8 HFX-12,15,18,21 & 24x9 HFX-12,15,18,21 & 24x10 HFX-15,18,21 & 24x11 104-1/4 116-1/4 128-1/4 HFX-15,18,21 & 24x12 HFX-15,18,21 & 24x13 140-1/4 152-1/4 5 6 Screw Quantity 12" Width 6 15" Width 8 18" Width 10 21" Width 12 24" Width 14 Top (ea) 6 8 10 12 14 Bott (ea) Model Number Net Height (in) Depth (in) 1 Hold Down Diameter (in) Screw Qty Available at Edges (ea) 2 3 4 Panel POST (HFP) POST (HFP)HARDY FRAME ®HARDY FRAME ®HARDY FRAME ® POST (HFP) HFX3 1-1-2020 1.STEEL BEAM PER PLANS 2.HOLD DOWN ALL THREAD RODS THRU-BOLTED TO BOTTOM FLANGE OF STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3.NUTS AND WASHERS AT PANEL BASE PER TABLE NOTE 1 3 ® ® ® TM TM ® NOTES: A.INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) MAY INCREASE DEFLECTION AND RESULT IN A DECREASE OF ALLOWABLE SHEAR VALUE, BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS B.COUPLERS MAY BE USED WHEN THREADED ROD IS SUBJECT TO TENSION LOADS ONLY. NOTES: A.CHECK WALL HEIGHT, HARDY FRAME BEARING PLATES BELOW THE PANEL BASE OR CUSTOM HEIGHT PANELS ARE AVAILABLE TO AVOID FILLERS GREATER THAN 1-1/2". B.FOR MAXIMUM ALLOWABLE VALUES INSTALL PANEL ON CONCRETE 2 ® 1.WITH HOLES PRE-DRILLED FOR 1-1/8" DIA.TENSION ANCHORS, INSTALL A SOLID 4x (MINIMUM) RIM IN FLOOR SYSTEM AT PANEL LOCATION. ALLOWABLE VALUE TABLES ASSUME THE RIM IS ENGINEERED WOOD PRODUCT (EWP). 2.NOTCH FLOOR SHEATHING THEN INSTALL HFXBP ON RIM WITH 6 EACH 1/4"X4-1/2" (MIN) "WS" SCREWS AT EACH END. 3.PLACE PANEL ON HFXBP. 4.WHEN STACKING PANELS, INSTALL "HFSW" STACKING WASHERS IN THE TOP CHANNEL OF THE LOWER PANEL. CONNECT LOWER TO UPPER PANELS WITH TENSION ANCHORS (GRADE PER PLANS) AND SECURE AT BOTH ENDS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS TO BE SNUG TIGHT. HARDY FRAME "STK" PANELS THAT INCLUDE "HFSW" STACKING WASHERS PRE-WELDED IN THE TOP CHANNEL ARE AVAILABLE, 5.WHEN MORE THAN 12 SCREWS ARE REQUIRED FOR THE BOTTOM CONNECTION OR JOINTS IN FRAMING 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. 6.FOR STANDARD WALL HEIGHTS, INSTALL A 2x FILLER ABOVE PANEL (DTL 5/HFX2). FOR FILLERS GREATER THAN 1-1/2 IN. SEE DETAIL 6/HFX2. NOTE: INSTALLATIONS MAY VARY WITH JOB SPECIFIC CONDITIONS AND/OR SPECIFICATIONS BY THE BUILDING DESIGN PROFESSIONAL. 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® 4 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8 IN. DIA HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL.8PYRAMID STACK 6 ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME PANEL DIRECTLY ON RIM. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 7STACK @ OS CORNER 6STRAIGHT STACK ® ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.USP POST CAP AND POST BASE BY THE BUILDING DESIGN PROFESSIONAL. 4.NUTS AND WASHERS PER TABLE NOTE 1. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5CRIPPLE WALL 1.WOOD BEAM PER PLAN. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME BEARING PLATE (HFXBP) OR BEARING PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER BUILDING DESIGN PROFESSIONAL TO LIMIT CRUSHING FROM TENSION ANCHOR FORCES. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 4.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. PANEL WIDTH PANEL WIDTH PANEL WIDTHPANEL WIDTH 1POST ON N&W2RAISED STEM WALL3RAISED BEARING PLATE4RAISED-OS CORNER 14DROP BM - FL SYSTEM 13STEEL BM THRU-BOLT 12WOOD BM THRU-BOLT 11HFP POSTS BELOW ® ® 10 9STAGGERED THRU-BOLT STAGGERED-HFP POST A B C TH I S D E T A I L S H E E T I S N O T P R O P R I E T A R Y A N D I S N O T R E Q U I R E D FO R P L A N S U B M I T T A L W I T H M I T E K HA R D Y F R A M E P R O D U C T S ® ® ® ® 12 2 5 1 3 1.DROP BEAM WITH FLOOR JOIST ABOVE PER PLAN. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3. HARDY FRAME BEARING PLATE (HFXBP) OR BEARING PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER BUILDING DESIGN PROFESSIONAL TO LIMIT CRUSHING FROM TENSION ANCHOR FORCES. 4. NUTS AND WASHERS PER TABLE NOTE 1. 5. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6. USP CONNECTORS BY DESIGN PROFESSIONAL ® ® 5 LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. 6 INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME BEARING PLATE (HFXBP)® CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:25 AM T1A Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:30 AM T2A Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:35 AM T3B Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:42 AM T4B Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:48 AM T5C Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:19:54 AM T6C Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:20:02 AM T7D Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - CHECKED BY: SCALE: PROJECT: PLOT DATE: PROJECT NO: REVISION DATE NOTES: 711 S. FIRST AVE, ARCADIA, CA 91006 TEL: 626-294-9402WWW.PDS-STUDIO.COM ARCHITECT SEAL: SHEET NO: SHEET NAME: 9/6/2023 10:20:10 AM T8D Checker TITLE 24 & ENERGY REPORT 4 UNITS MULTIFAMILY RESIDENTIALS 1025 LACADENA AVE ARCADIA CA 91007 - 8'0 4' KEY NOTE COLOR /FINISH HARDSCAPE LEGEND DRIVEWAY PAVEMENT PER ARCHITECTURAL PLAN BOUNDARY WALL, FENCE & GATE CONCRETE WALK WAY, DECORATIVE CONC. PAVING PER ARCHITECTURAL PLAN PER ARCHITECTURAL PLAN PER ARCHITECTURAL PLAN STREET CURB / PARKWAY PER CITY REQUIREMENT PLANTING LEGEND CONC. MOW CURB EXISTING FICUS TREE TO BE REMOVED, SIZE PER PLAN E1 EXISTING TREE LEGEND 1 E2 EXISTING FICUS TREES TO REMAIN, SIZE PER PLAN5 E3 1 EXISTING CRAPE MYRTLE STREET TREE TO REMAIN, SIZE PER PLAN EXISTING CITRUS TREE TO BE REMOVED, SIZE PER PLAN EXISTING SCHEFFLERA TREE TO BE REMOVED, SIZE PER PLAN E4 4 1E5 EXISTING CYPRESS TREE TO BE REMOVED, SIZE PER PLAN6E6 EXISTING PINE TREE TO REMAIN, SIZE PER PLAN1E7 REVISIONS BY DATE SCALE DRAWN JOB SHEET OF SHEETS PR O J E C T N A M E : SH E E T T I T T L E : JYC LANDSCAPE PHONE: (951)317-6825 Email: jennyhye@yahoo.com Renewl Date Signature 10 2 5 L A C A D E N A A V E . AR C A D I A , C A 9 1 0 0 7 Date 4 U N I T S M U L T I F A M I L Y RE S I D E N T I A L STATEMENT: GENERAL TREE PROTECTION NOTES: L-1 LANDSCAPE PLAN AND NOTES L-2 IRRIGATION PLAN AND NOTES L-3 DETAILS AND NOTES SHEET INDEX LA N D S C A P E P L A N A N D N O T E S PLANTING NOTES CONSTRUCTION NOTES 8'0 4' I HAVE COMPLIED WITH THE CRITERIA WATER EFFICIENT LANDSCAPE ORDINANCE AND APPLIED THEM FOR THE EFFICIENT USE OF WATER IN THE IRRIGATION DESIGN PLAN. I R R I G A T I O N P L A N A N D N O T E S REVISIONS BY DATE SCALE DRAWN JOB SHEET OF SHEETS PR O J E C T N A M E : SH E E T T I T T L E : JYC LANDSCAPE PHONE: (951)317-6825 Email: jennyhye@yahoo.com Renewl Date Signature 10 2 5 L A C A D E N A A V E . AR C A D I A , C A 9 1 0 0 7 Date 4 U N I T S M U L T I F A M I L Y RE S I D E N T I A L CONTROL VALVE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3 2 10 5 9 8 7 14 4 1 6 13 6 12 11 G A BACKFLOW PREVENTER AND PRESSURE REGULATOR B GATE VALVE (MANUAL CONTROL VALVE) 1 2 3 4 5 6 7 1 5 7 2 4 6 3 WIRELESS RAIN/FREEZE SENSOR 1/43/4 1/81/21 D TRENCHING SECTION 1 1 2 2 3 3 4 4 5 5 ECCONTROLLER 1 1 2 2 3 5 6 74 3 4 5 6 7 MANUAL FLUSH VALVEO TREE BUBBLERI XFS AIR RELIEF VALVEP POP-UP HEAD DETAIL 1 2 3 4 5 6 1 3 6 4 5 2 H DRIP LINE LAYOUTK MOW CURB 10 1 2 2 1 DRIP REMOTE CONTROL VALVE W/ PRV & DISC FILTER 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 J SUBSURFACE DRIP LINEM DE T A I L S S H E E T L-3 CONC. PAVING DETAIL 1 01 2 413 2 3 4 5 5 4" T Y P . 1 2 3 12 3 CONC. JOINTING DETAIL 02 2 4 5 6 5 6 4 2 03 1 2 3 2 1 3 2 1 3 06 GROUNDCOVER SPACING 1 2 3 4 5 6 7 8 2 X ROOT 1 2 3 4 7 5 6 8 TREE STAKING 9 9 04 1 2 3 4 5 6 7 8 1 3 2 4 8 5 6 7 SHRUB PLANTING 9 9 10 10 05 REVISIONS BY DATE SCALE DRAWN JOB SHEET OF SHEETS PR O J E C T N A M E : SH E E T T I T T L E : JYC LANDSCAPE PHONE: (951)317-6825 Email: jennyhye@yahoo.com Renewl Date Signature 10 2 5 L A C A D E N A A V E . AR C A D I A , C A 9 1 0 0 7 Date 4 U N I T S M U L T I F A M I L Y RE S I D E N T I A L 2 6" 6" 1 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 07 VINE PLANTING DETAIL EG L A s s o c i a t e s , I n c . 11 8 1 9 G O L D R I N G R O A D , U n i t A AR C A D I A , C A 9 1 0 0 6 Te l : ( 6 2 6 ) 2 6 3 - 3 5 8 8 Fa x : ( 5 6 2 ) 2 6 3 - 3 5 9 9 PR O J E C T L O C A T I O N : N45846ONG E HARE AT S T ER EGN F O R N I A L IFCA CIVIL O H S RP R EETS KI D PR E P A R E D F O R : A ELIG- N G I N J A L I N NIOSEFOS C-1 GRADING & DRAINAGE PLAN 4- U N I T C O N D O M I N I U M 10 2 5 L A C A D E N A A V E . , AR C A D I A , C A 9 1 0 0 7 AP N : 5 7 7 8 - 0 0 5 - 0 0 8 SI N D Y N G 59 1 7 O A K A V E # 3 3 0 , TE M P L E C I T Y , C A 9 1 7 8 0 62 6 - 2 1 6 - 8 6 5 4 RYAN K E I TH J O N E S G EOTECH NI C A L REGISTER E D P R O FESSIONAL E N G I NEER S T ATE OF CA L I F O R NIA 2852 PROJECT SITE N.T.S.VICINITY MAP EG L A s s o c i a t e s , I n c . 11 8 1 9 G O L D R I N G R O A D , U n i t A AR C A D I A , C A 9 1 0 0 6 Te l : ( 6 2 6 ) 2 6 3 - 3 5 8 8 Fa x : ( 5 6 2 ) 2 6 3 - 3 5 9 9 N45846ONG E HARE AT ST ER EGN F O R N I A LIFCA CIVIL O H S RP R EETS KI D PR E P A R E D F O R : A ELIG- N G I N J AL I N NIOSEFOS C-2 GRADING & DRAINAGE PLAN SCALE : 1"=10'-0" PR O J E C T L O C A T I O N : CATCH BASIN W/GRATE COVER DETAIL 4- U N I T C O N D O M I N I U M 10 2 5 L A C A D E N A A V E . , AR C A D I A , C A 9 1 0 0 7 AP N : 5 7 7 8 - 0 0 5 - 0 0 8 SI N D Y N G 59 1 7 O A K A V E # 3 3 0 , TE M P L E C I T Y , C A 9 1 7 8 0 62 6 - 2 1 6 - 8 6 5 4 (626)216-8654SINDY NG EG L A s s o c i a t e s , I n c . 11 8 1 9 G O L D R I N G R O A D , U n i t A AR C A D I A , C A 9 1 0 0 6 Te l : ( 6 2 6 ) 2 6 3 - 3 5 8 8 Fa x : ( 5 6 2 ) 2 6 3 - 3 5 9 9 N45846ONG E HARE AT ST ER EGN F O R N I A LIFCA CIVIL O H S RP R EETS KI D PR E P A R E D F O R : A ELIG- N G I N J AL I N NIOSEFOS C-3 EROSION AND SEDIMENT CONTROL PLAN SCALE : 1"=10'-0" PR O J E C T L O C A T I O N : DEMOLITION PLAN 4- U N I T C O N D O M I N I U M 10 2 5 L A C A D E N A A V E . , AR C A D I A , C A 9 1 0 0 7 AP N : 5 7 7 8 - 0 0 5 - 0 0 8 SI N D Y N G 59 1 7 O A K A V E # 3 3 0 , TE M P L E C I T Y , C A 9 1 7 8 0 62 6 - 2 1 6 - 8 6 5 4 7 X N.A. X X 1,546 365 N.A. 1,911 1025 LA CADENA AVE, ARCADIA N.A. 1,911 - 5 - December 1, 2015 CITY OF ARCADIA WATER EFFICIENT LANDSCAPING - ORDINANCE NO. 2330 LANDSCAPE DOCUMENTATION PACKAGE - SECTION B (continued) 5. Landscape Installation Contractor Name Title Company License No. Mailing Address Telephone and Fax Number(s) City Email Address State Zip Code Website 6. Irrigation Installation Contractor Name Title Company License No. Mailing Address Telephone and Fax Number(s) City Email Address State Zip Code Website 7. Landscape & Irrigation Maintenance Contractor Name Title Company License No. Mailing Address Telephone and Fax Number(s) City Email Address State Zip Code Website 8. Certified Irrigation Auditor Name Title Company License No. Mailing Address Telephone and Fax Number(s) City Email Address State Zip Code Website Project: 1025 Lacadena, Arcadia, CA Date:06-15-23 Hydrozone# & Planting Description Plant Factor (PF) Irrigation Methodb Irrigation Efficiency (IE)c ETAF (PF/IE) Landscape Area (sq, ft,) ETAF x Area Estimated Total Water Use (ETWU)d Regular Landscape Areas A1 0.6 SPRAY 0.75 0.80 365.00 292.00 9,088.21 A2 0.2 DRIP 0.81 0.25 657.00 162.22 5,049.00 A3 0.5 BUBBLER 0.75 0.67 27.00 18.00 560.23 A4 0.5 DRIP 0.81 0.62 362.00 223.46 6,954.87 A5 0.2 DRIP 0.81 0.25 167.00 41.23 1,283.38 A6 0.5 BUBBLER 0.75 0.67 9.00 6.00 186.74 A7 0.5 DRIP 0.81 0.62 324.00 200.00 6,224.80 TOTAL AREA 1,911.00 942.91 (A) (B) - 1 - - - 1 Totals (C) (D) ETWU Total 29,347.24 MAWA 32,712.88 ETAF Calculations Average ETAF for Regular Landscape Areas must be 0.55 or below for residential areas (B)942.91 (A)1,911.00 B ÷ A 0.49 All Landscape Areas 942.91 1,911.00 0.49 WATER EFFICIENT LANDSCAPING - ORDINANCE NO. 2330 THIS WORKSHEET IS REQUIRED TO BE FILLED OUT BY THE PROJECT APPLICANT WORKSHEET - SECTION C The Eto for the Arcadia area is based on the State Departmentof Water Resource, Reference Evaportranspiration rate (Eto) for the City of Monrovia -Appendix 'A' of the State MWELO CITY OF ARCADIA Reference Evapotranspiration (ETo) Rate =50.2 inches per year Plant Factor (PF), Irrigation Mehod -Overhead Spray or Drip, Irrigation Efficiency (IE) -.75 for Overhead Spray, .81 for drip Total ETAF x Area Total Area Average ETAF Hydrozone #/Planting Description -e.g 1) front lawn, 2) low water use plantings, 3) medium water use plantings, etc. ETWU (Annual Gallons Required) = Eto x 0.62 x ETAF x Area dArea MAWA (Annual Gallons Allowed) = (Eto) ( 0.62) [ (ETAF x LA) + ((1-ETAF) x SLA)] 0.62 is a conversion factor that converts acre-inches per acre, to gallons per square foot per year Area is the total landscape area in square feet SLA is the total special landscape area in square feet ETAF is .55 for residential areas and 0.45 for non-residential areas. (A+C) (B+D) ÷ (A+C) Total ETAF x Area Total Area Sitewide ETAF (B+D) Special Landscape Areas (SLAs) - Includes areas irrigated with recycled water -6- - 8 -December 1, 2015 CITY OF ARCADIA WATER EFFICIENT LANDSCAPING - ORDINANCE NO. 2330 CERTIFICATE OF COMPLETION This certificate is to be filled out by the project applicant and acknowledged by the property owner(s) upon completion of the landscaping project. 1. Project Information Date of Project Completion Permit Type and No. Project Name and/or Address Project Applicant and Title Property Owner Company Name & Mailing Address Mailing Address Telephone and Fax No(s).Telephone and Fax No(s). Email Address Email Address 2. Answer the questions below: a. Date the Landscape Documentation Package was submitted to the City of Arcadia _______________ b. Date the Landscape Documentation Package was approved by the City of Arcadia _______________ c. Date that a copy of the Water Efficient Landscape Worksheet or Prescriptive Measures Compliance Option was submitted to the project water supplier _______________ 3. Project Applicant – Certification –The signer of the landscape design plan, signer of the irrigation plan, or the licensed landscape contractor(s) that installed the landscaping and/or irrigation is to certify that the landscape project has been constructed/installed in accordance with the approved Landscape Documentation Package and in compliance with Ordinance No. 2330 and State law. Where there have been significant changes made in the field during construction/installation, “as-built” or record drawings shall be included with this certification. “I/we certify that based upon periodic site observations, the work has been completed in accordance with Ordinance No. 2330 and State law, and that the landscape planting and irrigation installation conform with the criteria and specifications of the approved Landscape and Irrigation Plans and Landscape Documentation Package and acknowledge that the project may be subject to inspection and a Landscape Irrigation Audit to verify that the project is maintained in compliance with Ordinance No. 2330 and State law.” Signature Date Name (print)Telephone and Fax No(s). Title License No. or Certification No. Company Email Address Mailing Address 4. Property Owner - Acknowledgment “I/we certify that I/we have received copies of all the documents within the Landscape Documentation Package and the Certificate of Completion for our project and that it is our responsibility to see that the project is maintained in accordance with the Landscape and Irrigation Maintenance Schedule for our project, including a diagram of the irrigation plan that shows the hydrozones posted with the irrigation controller, in compliance with Ordinance No. 2330 and State law, and I/we acknowledge that the project may be subject to inspection and a Landscape Irrigation Audit to verify that the project is being maintained in compliance with Ordinance No. 2330 and State law.” Property Owner(s) Signature(s) Date 5. Include the following documents with this Certificate: a. Irrigation Schedule – The parameters for setting the irrigation schedule on the controller(s) per Ordinance Section 7554.5.C. b. Schedule of landscape and irrigation maintenance per Ordinance Section 7554.5. c. Landscape Irrigation Audit Report per Ordinance Section 7554.3.E. d. Soil Analysis and Management Report(s), if not previously submitted with the Landscape Documentation Package per Ordinance Section 7554.4. e. Verification of implementation of recommendations from soil analysis report per Ordinance Sections 7554.4 and 7554.6. PROJECT NAME:1025 La Cadena Ave - 4 units PROJECT ADDRESS:1025 La Cadena Ave, Arcadia, CA 91007 PROJECT NO:P23-0603 DATE:6.16.2023 XIA Structural Engineers, Inc. 260 S Los Robles Ave, Suite 100 Pasadena, CA 91101 213-400-8633 info@xiaengr.com STRUCTURAL CALCULATIONS Disclaimer: These structural calculations are solely intended for the building official and for a plan check review finalized to issue a building permit for the subject project. Only information shown on 100% construction documents shall be used for construction. Use, distribution, copying, scanning, and taking action based on these calculations without XIA Structural Engineers, Inc.'s written approval is prohibited. XIA Structural Engineers, Inc. shall not assume any responsibility for use of these calculations by any other parties or entity other than the building Official, and for any other use than their intended purpose. J I XIA S-7144S TRUCT U R A L XIA Structural Engineers, Inc. 1. Design Criteria 2 2. Design load Gravity Load 3 Lateral Load 4 Load Combinations 6 3. Keyplan 7 4. Lateral Design - 5. Framing Design - 6. Foundation Design - Contents 1 XIA Structural Engineers, Inc. Design Criteria Building Code CBC 2022 Project Address 1025 La Cadena Ave, Arcadia, CA 91007 Project Type Residential Seismic Force Resisting System ASCE 7, Table 12.2-1 Light-framed wall sheathed with wood structural panels R =6.5 Response Modification Coefficient Ωo =3.0 System Overstrength Factor Cd =4.0 Deflection Amplification Factor Material Timber Douglas Fir-Larch #1, #2 Parallam® PSL Beams Microllam® LVL Beams Glulam GLB Beams Masonry ASTM C-90 f'm =1500 psi Mortar =1800 psi Grout =2000 psi Concrete F'c =3000 psi for Slab-on Grade & Footing F'c =4000 psi for Deck Reinforcing Steel ASTM A615 GR60 & GR40 Foundation System Allowable Soil Bearing Pressure Fp =1500 psf for Isolation Pad & Continuous 200 psf increases for each 1ft wide and 6inch in depth 4000 psf for Maximum μ =0.25 for Friction Allowable Lateral Bearing Pressure 200 psf compacted fill 3000 psf for Maximum 2 XIA Structural Engineers, Inc. Vertical Load Wood Framed Roof - Asphalt Shingles asphalt shingles 2.0 Framing (2x12)3.5 Sheathing 2.0 Ceiling Joists 2.0 Gypsum board 3.0 Misc 2.5 DL = 15.0 PSF LLr = 20.0 PSF Wood Framed Floor - Typ. Finish 5.5 Framing (2x12)3.5 Sheathing 2.0 Gypsum board 3.0 Misc 1.0 DL = 15.0 PSF LL = 40.0 PSF Balcony LL = 60.0 PSF 3 XIA Structural Engineers, Inc. Seismic Base Shear Building Usage Residential Site Class D ASCE 7-16, Section 11.4.3 Response Modification Coefficient ASCE 7-16, Table 12.2-1 R =6.5 Site Specific Spectral Acceleration SEACO seismic design map Max.Ss, S1 provided from USGS Site Coefficients Ss (0.2 sec)2.000 g F a 1.2 For Default D,F a = 1.2 ASCE 7-16, Table 11.4-1 S1 (1.0 sec)0.703 g F v 1.7 ASCE 7-16, Table 11.4-2 Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2 SMS = Fa S s 2.400 SM1 = F vS 1 1.195 Design Spectral Response Acceleration Parameters ASCE 7-16, EQ 11.4-3,4 SDS = 2/3S MS 1.600 SD1 = 2/3S M1 0.797 Risk Category II CBC 2019, Table 1604.5 Importance Factor 1 ASCE 7-16, Section 11.5.1 Design Base Shear Determine the Structural Period Ct =0.020 ASCE 7-16, Table 12.8-2 hn =30.0 ft x =0.75 ASCE 7-16, Table 12.8-2 T a = Ct * (h n)2 0.256 sec Determine the Seismic Response Coefficient Cs On short period Occupancy Factor Use the smaller value of Value of SDS I or II III IV 0.246 SDS < 0.167 A A A 0.167 <SDS< 0.33 B B C 0.33 <SDS< 0.50 C C D 0.478 for T<TL 0.5 <SDS D D D On 1-S period Occupancy Factor Cs shall not be less than 0.01 Value of SDS I or II III IV Cs shall not be less than 0.5*S1/(R/I)SD1 < 0.067 A A A Design Value for Cs 0.067 <SD1< 0.133 B B C Cs =0.246 0.133 <SD1< 0.20 C C D Design Base Shear 0.20 <SDS D D D V1 = C s *W 0.246 W Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv For Allowable Stress Design >0.25 0.5 0.75 1 1.25 1.5 >0.1 0.2 0.3 0.4 0.5 0.6 VBASE = 0.7*V1 0.172 W A 0.8 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.9 0.9 0.9 0.9 0.9 0.9 B 0.8 0.8 0.8 0.8 0.8 0.8 C 1.3 1.3 1.2 1.2 1.2 1.2 C 1.5 1.5 1.5 1.5 1.5 1.4 D 1.6 1.4 1.2 1.1 1 1 D 2.4 2.2 2 1.9 1.8 1.7 Seismic Design Category D E 2.4 1.7 1.3 Section 11.4.8 E 4.2 See Section 11.4.8 F See Section 11.4.8 F See Section 11.4.8 Values of approximate period parameters Ct and x Structure type x Steel moment-resisting frames 0.8 Concrete moment-resisting frames 0.9 Eccentrically braced steel frames 0.8 All other structural systems 0.8 Ct 0.028 0.016 0.03 0.02     DSS1 SC = =R I     D1S2 SC = =TR I 4 XIA Structural Engineers, Inc. Load Combinations CBC 2022, Section 1605 Strength Design or Load and Resistance Factor Design CBC 2022, Section 1605.2 1.1.4(D + F)EQ. 16-1 2.1.2(D+F) + 1.6(L+H) + 0.5(L r or S or R)EQ. 16-2 3.1.2(D+F) + 1.6(L r or S or R) + 1.6H + (f 1L or 0.5W)f1 =1 for floors in places of public assembly,EQ. 16-3 4.1.2(D+F) + 1.0W + f 1L + 1.6H + 0.5(L r or S or R) for live loads in excess of 100 psf EQ. 16-4 5.1.2(D+F) + 1.0E + 1.6H + f 1L + f 2 S 0.5 for other live loads EQ. 16-5 6.0.9D + 1.6W + 1.6H f2 =0.7 for roof configurations that do not shed EQ. 16-6 7.0.9(D+F) + 1.0E + 1.6H show off the structure, and EQ. 16-7 0.2 for other roof configurations Allowable Stress Design 1.D + F EQ. 16-8 2.D + H + F + L EQ. 16-9 3.D + H + F + (L r or S or R)EQ. 16-10 4.D + H + F + 0.75(L ) + 0.75(Lr or S or R)EQ. 16-11 5.D + H + F + (0.6W or 0.7E)EQ. 16-12 6.D + H + F + 0.75(0.6W) + 0.75L + 0.75(Lr or S or R)EQ. 16-13 7.D + H + F + 0.75(0.7E) + 0.75L + 0.75S EQ. 16-14 8.0.6D + 0.6W + H EQ. 16-15 9.0.6(D+F) + 0.7E + H EQ. 16-16 Seismic Load Effects and Combinations ASCE 7-16, Section 12.4 E = Eh + Ev ASCE 7-16, EQ. 12.4-1 E = Eh - Ev Use in Load Combination 7 or 8 ASCE 7-16, EQ. 12.4-2 Eh = ρQEEv = 0.2S DSD Zero for determining demand on soils for foundation design Load Combination with EQ for Strength Design 5.(1.2 + 0.2SDS)D + ρQE + L + 0.2S for LL < = 100 psf, Use 0.5 L (except in garages or public assembly area) Use 1.35 D +1.3 QE +1.0 L 7.(0.9 - 0.2SDS )D + ρQE + 1.6H if H counter acts E do not include it Use 0.75 D +1.3 QE Load Combination with EQ for Allowable Stress Design 5.(1.0 + 0.14S DS)D + H + F + 0.7ρQE Use 1.10 D +0.9 QE 6.(1.0 + 0.105SDS )D + H + F + 0.525ρQ E + 0.75L + 0.75(L r or S or R) Use 1.08 D +0.683 QE +0.75 L 8.(0.6 - 0.14S DS)D + 0.7ρQ E + H Use 0.50 D +0.9 QE Notation D Dead Load E Combined effect of horizontal and vertical EQ induced as defined in ASCE 7, Sec. 12.4.2 Em Maximum seismic load horizontal and vertical seismic forces as set forth in ASCE 7, Sec. 12.4.3 F Load due to fluids with well-defined pressures and maximum heights Fa Flood load H Load due to lateral earth pressures, ground water pressure or pressure of bulk materials L Live load, except roof live load, including any permitted live load reduction Lr Roof live load including any permitted live load reduction R Rain load S Snow load T Self-straining forces arising from contraction or expansion resulting from temperature change, shrinkage, moisture change, creep in component metarials, movement due to differential settlement or combinations thereof W Load due to wind pressure 5 A 1 2 D BC 5 4 EF 3 G SC A L E : 1 / 4 " = 1 ' - 0 " 01 N RO O F F R A M I N G P L A N 6 A 1 2 D BC 5 4 EF 3 G SC A L E : 1 / 4 " = 1 ' - 0 " 3N D F L O O R F R A M I N G P L A N 01 N 7 A 1 2 D BC 5 4 EF 3 G SC A L E : 1 / 4 " = 1 ' - 0 " 2N D F L O O R F R A M I N G P L A N 01 N 8 A 1 2 D BC 5 4 EF 3 G SC A L E : 1 / 4 " = 1 ' - 0 " 01 N FO U N D A T I O N P L A N 9 XIA Structural Engineers, Inc. Vertical Distribution of Seismic Force ASCE 7-16, Section 12.8.3 F x =C vx V ASCE 7-16, EQ. 12.8-11 ASCE 7-16, EQ. 12.8-12 C vx vertical distribution factor V total design lateral force or shear at the base of the structure w i and wx the portion of the total effective seismic weight of the structure(W) located Level i and x hi and h x the height from the base to Level i and x k an exponent related to the structure period 1 for Ta is less than 0.5 sec 2 for Ta is more than 2.5 sec k=1+(Ta-0.5)/2 for Ta between 0.5 and 2.5 sec k = V =W =Strength Design W =ASD ρ V =W =Strength Design W =ASD for Seismic Design Categories D through F ASCE 7-16, Section 12.3.4.2 For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3 unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0 a) Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3. b) Structures that are regular in plan at all levels provided that the seismic force-resisting systems consist of at least two bays of seismic force-resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35% of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for lightframed construction. ρ =1.3 Redundancy Factor ρ 0.320 51.84 1.000 0.246 39.88 0.172 27.91 0.224 36.29 Level x h x hx hxk Area DL wx wxhxk (ft) (ft)ft2 (psf) (kips) Roof 10 30 30.0 1500 40 60 9.96 3rd 10 20 20.0 1500 40 60 1200 0.39 28 42 1260 0.41 2nd 10 10 10.0 1500 162 3060 1.00 24.19 14.2 29.2 9.49 600 0.20 7.1 36.3 4.74 14.9 14.9 Σwi h ik (kips) (kips) psf wx hxk Fx Accu. Fx  kx xvxn ki i i=1 w hC = w h 10 Ro o f ( N - S D i r e c t i o n ) Gr i d 1 3 W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 9. 9 6 De p t h 53 To t a l Wi d t h 25 Sh e a r f o r c e 65 9 9 65 9 9 0 su m De s i g n S h e a r 65 9 9 65 9 9 Dia p . f o r c e 12 4 . 5 12 4 . 5 12 4 . 5 0. 0 Ch o r d f o r c e 77 8 . 2 4 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 Dr a g f o r c e 49 8 0 . 7 2 4 9 0 . 4 Ro o f ( E - W D i r e c t i o n ) Gr i d A C F W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 9. 9 6 9. 9 6 De p t h 25 25 Wi d t h 25 28 Sh e a r f o r c e 31 1 3 34 8 6 31 1 3 34 8 6 0 De s i g n S h e a r 31 1 3 65 9 9 34 8 6 Dia p . f o r c e 12 4 . 5 12 4 . 5 13 9 . 5 12 4 . 5 13 9 . 5 0. 0 Ch o r d f o r c e 77 8 . 2 4 9 7 6 . 2 2 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 20 . 0 0 Dr a g f o r c e 49 8 0 . 7 5 2 7 9 . 5 2 7 8 9 . 2 2- 2 x 6 T m a x 94 8 7 . 5 2- 2 x 6 C m a x 22 2 7 5 13 1 9 9 To t a l 53 su m XIA Structural Engineers, Inc. 13 1 9 9 25 11 3r d F l o o r ( N - S D i r e c t i o n ) Gr i d 1 3 W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 9. 4 9 De p t h 53 Wi d t h 25 Sh e a r f o r c e 62 8 5 62 8 5 0 De s i g n S h e a r 12 8 8 5 12 8 8 5 Dia p . f o r c e 11 8 . 6 11 8 . 6 11 8 . 6 0. 0 Ch o r d f o r c e 74 1 . 1 8 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 Dr a g f o r c e 47 4 3 . 5 2 3 7 1 . 8 2- 2 x 6 T m a x 94 8 7 . 5 2- 2 x 6 C m a x 22 2 7 5 4t h f l o o r ( E - W D i r e c t i o n ) Gr i d A C F W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 9. 4 9 9. 4 9 De p t h 25 25 Wi d t h 25 28 Sh e a r f o r c e 29 6 5 33 2 0 29 6 5 33 2 0 0 De s i g n S h e a r 60 7 8 12 8 8 5 68 0 7 Dia p . f o r c e 11 8 . 6 11 8 . 6 13 2 . 8 11 8 . 6 13 2 . 8 0. 0 Ch o r d f o r c e 74 1 . 1 8 9 2 9 . 7 3 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 20 . 0 0 Dr a g f o r c e 47 4 3 . 5 5 0 2 8 . 1 2 6 5 6 . 4 2- 2 x 6 T m a x 94 8 7 . 5 2- 2 x 6 C m a x 22 2 7 5 su m 25 7 6 9 To t a l XIA Structural Engineers, Inc. 53 su m 25 7 6 9 To t a l 25 12 2n d F l o o r ( N - S D i r e c t i o n ) Gr i d 1 3 W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 4. 7 4 De p t h 53 Le n g t h 25 Sh e a r f o r c e 31 4 3 31 4 3 0 De s i g n S h e a r 16 0 2 7 16 0 2 7 Dia p . f o r c e 59 . 3 59 . 3 59 . 3 0. 0 Ch o r d f o r c e 37 0 . 5 9 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 Dr a g f o r c e 23 7 1 . 8 1 1 8 5 . 9 2- 2 x 6 T m a x 94 8 7 . 5 2- 2 x 6 C m a x 22 2 7 5 3r d f l o o r ( E - W D i r e c t i o n ) Gr i d A C F W i n d l o a d ( p l f ) S e i s m i c l o a d ( p s f ) 4. 7 4 4. 7 4 De p t h 25 25 Le n g t h 25 28 Sh e a r f o r c e 14 8 2 16 6 0 14 8 2 16 6 0 0 De s i g n S h e a r 75 6 0 16 0 2 7 84 6 7 Dia p . f o r c e 59 . 3 59 . 3 66 . 4 59 . 3 66 . 4 0. 0 Ch o r d f o r c e 37 0 . 5 9 4 6 4 . 8 7 Re q . D r a g l e n g t h 20 . 0 0 20 . 0 0 20 . 0 0 Dr a g f o r c e 23 7 1 . 8 2 5 1 4 . 1 1 3 2 8 . 2 2- 2 x 6 T m a x 94 8 7 . 5 2- 2 x 6 C m a x 22 2 7 5 XIA Structural Engineers, Inc. su m 32 0 5 4 32 0 5 4 su m 13 Wo o d S h e a r W a l l D e s i g n Ro o f Fo r H o l d - d o w n N- S D i r e c t i o n Mo = U s e 0 . 7 Q E Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p = Li n e No . (# ) (ft ) (f t ) bw ( f t ) d/ S d ra t i o * V (# / f t ) (f t - # ) #/ f t Ma = U s e ( 0 . 6 - 0 . 1 4 S DS )D 1 1 65 9 9 9 5 . 0 0 1. 8 0 0 1 . 1 5. 0 0. 3 1 2 0 6 2 20 0 18 5 6 1 1 2 2 1 3 4 6 8 4 1 2 B H D U 5 M S T - 6 0 = 2 9 6. 0 0 1. 5 0 0 1. 3 6. 0 0. 3 8 24 7 5 20 0 22 2 7 3 17 5 8 34 1 9 41 2 B HD U 4 MS T - 6 0 Se e L o a d c o m b i n a t i o n # 8 3 9 5 . 0 0 1. 8 0 0 1 . 1 5. 0 0. 3 1 2 0 6 2 20 0 18 5 6 1 1 2 2 1 3 4 6 8 4 1 2 B H D U 5 M S T - 6 0 16 . 0 0 16 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t 3 1 65 9 9 9 1 1 . 0 0 0. 8 1 8 2 . 4 11 . 0 0. 4 1 2 6 8 9 20 0 24 1 9 8 5 9 1 0 1 6 6 3 2 4 4 A H D U 2 M S T - 3 7 2 9 1 6 . 0 0 0. 5 6 3 3 . 6 16 . 0 0. 5 9 3 9 1 1 20 0 35 1 9 7 1 2 5 0 5 1 4 1 8 2 4 4 A H D U 2 M S T - 3 7 27 . 0 0 27 . 0 0 1. 0 0 E- W D i r e c t i o n Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t A 1 31 1 3 9 9 . 0 0 1. 0 0 0 2 . 0 9. 0 1. 0 0 3 1 1 3 20 0 28 0 1 6 3 9 5 7 2 6 7 3 3 4 6 B H D U 4 M S T - 4 8 9. 0 0 9. 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . (# ) (ft ) (f t ) bw ( f t ) d/ S d ra t i o * V (# / f t ) (f t - # ) #/ f t C 1 65 9 9 9 18 . 0 0 0. 5 0 0 4. 0 18 . 0 1. 0 0 65 9 9 20 0 59 3 9 5 15 8 2 6 24 2 0 36 7 B HD U 4 MS T - 4 8 18 . 0 0 18 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t E 1 34 8 6 9 2 0 . 0 0 0. 4 5 0 4 . 4 20 . 0 1. 0 0 3 4 8 6 20 0 31 3 7 8 1 9 5 3 8 5 9 2 1 7 4 A H D U 2 M S T - 3 7 20 . 0 0 20 . 0 0 1. 0 0 if t h e H / d r a t i o s g r e a t e r t h a n 2 : 1 , bu t n o t e x c e e d i n g 3 . 5 : 1 , a r e p e r m i t t e d pr o v i d e d t h e a l l o w a b l e s h e a r v a l u e in T a b l e 2 3 0 6 . 4 . 1 a r e m u l t i p l i e d b y 2 d / H AS C E 7 - 1 6 , S e c t i o n 1 2 . 4 1. 0 0. 4 9 XIA Structural Engineers, Inc. 14 3r d f l o o r Fo r H o l d - d o w n N- S D i r e c t i o n Mo = U s e 0 . 7 Q E Wa l l Wa l l V Vi Ha r d y - f r a m e Al l o w a b l e I n - P l a n e = Lin e No . ( # ) Sh e a r V Ma = U s e ( 0 . 6 - 0 . 1 4 S DS )D 1 1 1 2 8 8 5 3 2 2 1 H F X - 2 4 X 9 1 - 1 / 8 " H S 32 8 5 HF X - 2 4 X 9 1 - 1 / 8 " H S = 2 12 8 8 5 32 2 1 HF X - 2 4 X 9 1 - 1 / 8 " H S 32 8 5 HF X - 2 4 X 9 1 - 1 / 8 " H S Se e L o a d c o m b i n a t i o n # 8 3 1 2 8 8 5 3 2 2 1 H F X - 2 4 X 9 1 - 1 / 8 " H S 32 8 5 HF X - 2 4 X 9 1 - 1 / 8 " H S 4 1 2 8 8 5 3 2 2 1 H F X - 2 4 X 9 1 - 1 / 8 " H S 32 8 5 HF X - 2 4 X 9 1 - 1 / 8 " H S Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t 3 1 12 8 8 5 9 6 . 0 0 1. 5 0 0 1 . 3 6. 0 0. 2 3 2 9 7 3 20 0 26 7 6 0 1 7 5 8 4 1 6 7 4 9 6 B H D U 5 2 - M S T - 4 8 2 9 6 . 0 0 1. 5 0 0 1 . 3 6. 0 0. 2 3 2 9 7 3 20 0 26 7 6 0 1 7 5 8 4 1 6 7 4 9 6 B H D U 5 2 - M S T - 4 8 3 9 7 . 0 0 1. 2 8 6 1 . 6 7. 0 0. 2 7 3 4 6 9 20 0 31 2 2 0 2 3 9 3 4 1 1 8 4 9 6 B H D U 5 2 - M S T - 4 8 4 9 7 . 0 0 1. 2 8 6 1 . 6 7. 0 0. 2 7 3 4 6 9 20 0 31 2 2 0 2 3 9 3 4 1 1 8 4 9 6 B H D U 5 2 - M S T - 4 8 26 . 0 0 26 . 0 0 1. 0 0 E- W D i r e c t i o n Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t A 1 60 7 8 9 8 . 0 0 1. 1 2 5 1 . 8 8. 0 0. 5 7 3 4 7 3 20 0 31 2 5 6 3 1 2 6 3 5 1 6 4 3 4 B H D U 5 M S T - 6 0 2 9 6 . 0 0 1. 5 0 0 1 . 3 6. 0 0. 4 3 2 6 0 5 20 0 23 4 4 2 1 7 5 8 3 6 1 4 4 3 4 B H D U 5 M S T - 6 0 14 . 0 0 14 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t C 1 12 8 8 5 9 1 8 . 0 0 0. 5 0 0 4 . 0 18 . 0 1. 0 0 1 2 8 8 5 20 0 17 5 3 5 6 1 5 8 2 6 8 8 6 3 7 1 6 D H U D 1 4 2 - M S T 7 2 18 . 0 0 18 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t E 1 68 0 7 9 9. 0 0 1. 0 0 0 2. 0 9. 0 0. 6 0 40 8 4 20 0 36 7 5 8 39 5 7 36 4 5 45 4 B HD U 5 MS T - 6 0 2 9 6 . 0 0 1. 5 0 0 1 . 3 6. 0 0. 4 0 2 7 2 3 20 0 24 5 0 5 1 7 5 8 3 7 9 1 4 5 4 B H D U 5 M S T - 6 0 15 . 0 0 15 . 0 0 1. 0 0 if t h e H / d r a t i o s g r e a t e r t h a n 2 : 1 , bu t n o t e x c e e d i n g 3 . 5 : 1 , a r e p e r m i t t e d pr o v i d e d t h e a l l o w a b l e s h e a r v a l u e in T a b l e 2 3 0 6 . 4 . 1 a r e m u l t i p l i e d b y 2 d / H 1. 0 0. 4 9 XIA Structural Engineers, Inc. AS C E 7 - 1 6 , S e c t i o n 1 2 . 4 15 2n d f l o o r Fo r H o l d - d o w n N- S D i r e c t i o n Mo = U s e 0 . 7 Q E Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p = Li n e No . (# ) (ft ) (f t ) bw ( f t ) d/ S d ra t i o * V (# / f t ) (f t - # ) #/ f t Ma = U s e ( 0 . 6 - 0 . 1 4 S DS )D 1 1 16 0 2 7 9 4 9 . 0 0 0. 1 8 4 1 0 . 9 49 . 0 1. 0 0 1 6 0 2 7 20 0 14 4 2 4 5 1 1 7 2 7 9 5 5 0 3 2 7 A H D U 2 M S T - 3 7 = 49 . 0 0 49 . 0 0 1. 0 0 Se e L o a d c o m b i n a t i o n # 8 Wa l l Wa l l V Vi Ha r d y - f r a m e Al l o w a b l e I n - P l a n e Lin e No . ( # ) Sh e a r V 3 1 1 6 0 2 7 4 0 0 7 H F X - 2 1 X 7 8 1 - 1 / 8 " H S 60 0 5 HF X - 2 1 X 7 8 1 - 1 / 8 " H S 2 1 6 0 2 7 4 0 0 7 H F X - 2 1 X 7 8 1 - 1 / 8 " H S 60 0 5 HF X - 2 1 X 7 8 1 - 1 / 8 " H S 3 1 6 0 2 7 4 0 0 7 H F X - 2 1 X 7 8 1 - 1 / 8 " H S 60 0 5 HF X - 2 1 X 7 8 1 - 1 / 8 " H S 4 1 6 0 2 7 4 0 0 7 H F X - 2 1 X 7 8 1 - 1 / 8 " H S 60 0 5 HF X - 2 1 X 7 8 1 - 1 / 8 " H S E- W D i r e c t i o n Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t A 1 75 6 0 9 2 0 . 0 0 0. 4 5 0 4 . 4 20 . 0 1. 0 0 7 5 6 0 20 0 68 0 4 0 1 9 5 3 8 2 4 2 5 3 7 8 B H D U 4 M S T - 4 8 20 . 0 0 20 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . ( # ) ( f t ) ( f t ) bw ( f t ) d/ S d ra t i o * V ( # / f t ) ( f t - # ) #/ f t C 1 16 0 2 7 9 1 8 . 0 0 0. 5 0 0 4 . 0 18 . 0 1. 0 0 1 6 0 2 7 20 0 31 9 6 0 1 1 5 8 2 6 1 6 8 7 6 8 9 0 E 2 - H U D 1 4 O V E R 18 . 0 0 18 . 0 0 1. 0 0 Wa l l Wa l l V H bw H/ b w 2b w /H Ad j u s t . R Vi w Mo M a T Vs SW HD St r a p Li n e No . (# ) (ft ) (f t ) bw ( f t ) d/ S d ra t i o * V (# / f t ) (f t - # ) #/ f t E 1 84 6 7 9 2 0 . 0 0 0. 4 5 0 4 . 4 20 . 0 1. 0 0 8 4 6 7 20 0 76 2 0 5 1 9 5 3 8 2 8 3 3 4 2 3 B H D U 4 M S T - 4 8 20 . 0 0 20 . 0 0 1. 0 0 if t h e H / d r a t i o s g r e a t e r t h a n 2 : 1 , bu t n o t e x c e e d i n g 3 . 5 : 1 , a r e p e r m i t t e d pr o v i d e d t h e a l l o w a b l e s h e a r v a l u e in T a b l e 2 3 0 6 . 4 . 1 a r e m u l t i p l i e d b y 2 d / H 1. 0 0. 4 9 XIA Structural Engineers, Inc. AS C E 7 - 1 6 , S e c t i o n 1 2 . 4 16 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Roof RafterDescription : BEAM Size :2x6, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2900.0900.0 1,350.0625.0 1,600.0580.0180.0575.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf RR1 Applied Loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.594 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.000 inft 35.38 psi Fb : Allowable :1,681.88 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.157 : 1 11.560ft 999.67 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.282in Transient Upward 0.000in Total Downward 0.493 in Total Upward 0.000 in 0.09 0.120.09 0.12 Ratio 510 291Ratio LC: Lr Only LC: +D+Lr LC:LC: 17 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Floor JoistsDescription : BEAM Size :2x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2900.0900.0 1,350.0625.0 1,600.0580.0180.0575.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf FJ1 Applied Loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 1.330 ft 1Point: D = 0.430, Lr = 0.20 k @ 1.50 ft .Design Summary Max fb/Fb Ratio =0.946 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 6.023 inft 86.68 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.482 : 1 0.000 ft 979.16 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.121in Transient Upward 0.000in Total Downward 0.282 in Total Upward 0.000 in 0.73 0.350.180.40 0.350.02 Ratio 1292 552Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :2-2x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2900.0900.0 1,350.0625.0 1,600.0580.0180.0575.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf FJ2 Applied Loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.330 ft 1Point: D = 0.30, Lr = 0.060 k @ 24.50 ft .Design Summary Max fb/Fb Ratio =0.659 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 2 Left Support D in 8.667 inft 46.30 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 2 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.257 : 1 19.067ft 682.00 psi at atfv : Actual : Ratio 540 Ratio 344 Max DeflectionsTransient Downward 0.274in Transient Upward -0.185in Total Downward 0.412 in Total Upward -0.159 in 0.44 0.57-0.011.12 0.860.07 Ratio 876 582Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L 18 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :2x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2900.0900.0 1,350.0625.0 1,600.0580.0180.0575.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf FJ3 Applied Loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 1.330 ft 1Point: D = 0.970, Lr = 0.480 k @ -2.0 ft .Design Summary Max fb/Fb Ratio =0.881 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 2.000 inft 133.95 psi Fb : Allowable :1,293.75 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.595 : 1 1.070 ft 1,140.16 psi at atfv : Actual : Ratio 3962 Ratio 1622 Max DeflectionsTransient Downward 0.039in Transient Upward -0.024in Total Downward 0.108 in Total Upward -0.059 in 1.54 0.330.60-0.04 0.20-0.12 Ratio 1234 444Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr 19 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Roof Beams(Unit C D)Description : BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf HB1 Applied Loads Unif Load: D= 0.1650->0.0, Lr = 0.220->0.0 k/ft, 0.0 to 15.0 ft .Design Summary Max fb/Fb Ratio =0.723 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.350 inft 60.53 psi Fb : Allowable :1,250.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.269 : 1 0.000 ft 903.23 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.179in Transient Upward 0.000in Total Downward 0.313 in Total Upward 0.000 in 0.83 1.100.41 0.55 Ratio 1006 575Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf HB2 Applied Loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 3.0 ft Unif Load: D= 0.0750->0.0, Lr = 0.10->0.0 k/ft, 0.0 to 14.0 ft .Design Summary Max fb/Fb Ratio =0.561 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.487 inft 49.36 psi Fb : Allowable :1,375.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.219 : 1 0.000 ft 770.93 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.135in Transient Upward 0.000in Total Downward 0.237 in Total Upward 0.000 in 0.67 0.890.49 0.65 Ratio 1240 708Ratio LC: Lr Only LC: +D+Lr LC:LC: 20 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf RB1 Applied Loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 10.0 ft 1Point: D = 1.60, Lr = 2.20 k @ 14.50 ft .Design Summary Max fb/Fb Ratio =0.761 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 11.500 inft 107.18 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.504 : 1 11.500ft 1,284.31 psi at atfv : Actual : Ratio 4036 Ratio 2378 Max DeflectionsTransient Downward 0.108in Transient Upward -0.034in Total Downward 0.186 in Total Upward -0.058 in 0.39 0.503.39 4.60 Ratio 664 386Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB1 Applied Loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 3.40, Lr = 4.60 k @ 10.50 ft .Design Summary Max fb/Fb Ratio =0.792 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 10.500 inft 160.21 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.754 : 1 11.583ft 1,337.30 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.138in Transient Upward 0.000in Total Downward 0.243 in Total Upward 0.000 in 0.59 0.080.742.90 0.083.86 Ratio 1086 616Ratio LC: Lr Only LC: +D+Lr LC:LC: 21 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB2 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 0.70, Lr = 0.90 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.439 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 2.017 inft 63.65 psi Fb : Allowable :1,500.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.283 : 1 0.000 ft 658.11 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.059in Transient Upward 0.000in Total Downward 0.116 in Total Upward 0.000 in 0.65 0.070.740.20 0.070.16 Ratio 2241 1137Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB3 Applied Loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 1.60, Lr = 2.20 k @ 8.0 ft 2Point: D = 0.70, Lr = 0.90 k @ 10.0 ft .Design Summary Max fb/Fb Ratio =0.799 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 8.000 inft 88.87 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.418 : 1 11.583ft 1,348.58 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.158in Transient Upward 0.000in Total Downward 0.278 in Total Upward 0.000 in 0.76 0.080.971.63 0.082.13 Ratio 947 538Ratio LC: Lr Only LC: +D+Lr LC:LC: 22 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: 3rd floor Beams(Unit C D)Description : BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B1 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: E = 1.40 k @ 8.0 ft .Design Summary Max fb/Fb Ratio =0.876 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 6.580 inft 143.50 psi Fb : Allowable :1,760.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E288.00 psi fb : Actual : Max fv/FvRatio =0.498 : 1 9.590 ft 1,541.72 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.062in Transient Upward 0.000in Total Downward 0.203 in Total Upward 0.000 in 1.90 0.280.84 0.331.90 0.280.84 1.07 Ratio 2022 619Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B2 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: E = 1.40 k @ 2.0 ft 2Point: E = -1.40 k @ 7.0 ft .Design SummaryMax fb/Fb Ratio =0.653 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.500 inft 69.33 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.326 : 1 0.000 ft 1,102.07 psi at atfv : Actual : Ratio 2821 Ratio 9999 Max DeflectionsTransient Downward 0.093in Transient Upward -0.055in Total Downward 0.305 in Total Upward 0.000 in 2.39 0.351.04 0.542.39 0.351.04 -0.54 Ratio 1683 510Ratio LC: Lr Only LC: +D+Lr LC: E Only LC: 23 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B3 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 3.0 ft 1Point: D = 3.50, Lr = 4.50, L = 0.10 k @ 6.0 ft .Design Summary Max fb/Fb Ratio =0.892 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.023 inft 136.87 psi Fb : Allowable :3,625.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr362.50 psi fb : Actual : Max fv/FvRatio =0.378 : 1 0.000 ft 3,231.87 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.285in Transient Upward 0.000in Total Downward 0.607 in Total Upward 0.000 in 3.14 0.832.422.87 0.832.08 Ratio 547 257Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: E = 1.40 k @ 3.0 ft .Design SummaryMax fb/Fb Ratio =0.653 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.500 inft 103.11 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E272.00 psi fb : Actual : Max fv/FvRatio =0.379 : 1 0.000 ft 1,102.07 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.093in Transient Upward 0.000in Total Downward 0.305 in Total Upward 0.000 in 2.39 0.351.04 1.082.39 0.351.04 0.32 Ratio 1683 510Ratio LC: Lr Only LC: +D+Lr LC:LC: 24 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B5 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 11.50 ft 1Point: D = 4.30, Lr = 1.90, L = 0.650 k @ 10.0 ft 2Point: D = 2.40, Lr = 1.0, L = 0.350 k @ 8.0 ft .Design SummaryMax fb/Fb Ratio =0.860 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 7.680 inft 214.57 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.740 : 1 11.080ft 2,495.43 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.153in Transient Upward 0.000in Total Downward 0.486 in Total Upward 0.000 in 5.02 2.990.658.69 3.542.25 Ratio 941 296Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B6 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 8.0 ft 1Point: D = 2.90, Lr = 2.0, L = 0.820 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.524 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.473 inft 153.95 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.531 : 1 0.000 ft 1,519.96 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.102in Transient Upward 0.000in Total Downward 0.256 in Total Upward 0.000 in 4.23 2.431.642.39 1.910.36 Ratio 1298 515Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: 25 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B7 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 9.0 ft 1Point: D = 2.40, Lr = 1.0, L = 0.820 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.691 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.000 inft 90.94 psi Fb : Allowable :1,100.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.505 : 1 0.000 ft 760.21 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.006in Transient Upward 0.000in Total Downward 0.018 in Total Upward 0.000 in 1.94 1.130.501.94 1.130.50 Ratio 8507 2729Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B8 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 4.0 ft .Design Summary Max fb/Fb Ratio =0.672 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 6.500 inft 57.05 psi Fb : Allowable :1,350.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L170.00 psi fb : Actual : Max fv/FvRatio =0.336 : 1 0.000 ft 906.92 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.093in Transient Upward 0.000in Total Downward 0.251 in Total Upward 0.000 in 1.78 1.041.78 1.04 Ratio 1683 620Ratio LC: L Only LC: +D+L LC:LC: 26 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B9 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 1.333 ft 1Point: D = 8.60, Lr = 3.10, L = 3.50, E = 0.670 k @ 1.0 ft .Design Summary Max fb/Fb Ratio =0.379 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 1.000 inft 254.80 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.879 : 1 0.000 ft 1,097.71 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.008in Transient Upward 0.000in Total Downward 0.031 in Total Upward 0.000 in 7.31 2.932.48 0.542.15 0.830.62 0.13 Ratio 7532 1941Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: 27 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: 2nd floor Beams(Unit C D)Description : Fy =50.0 ksiSTEEL Section :W8x58, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft Unif Load: D = 0.0350, L = 0.040 k/ft, 0.0 to 13.0 ft, Trib= 12.0 ft 1Point: D = 6.70, Lr = 3.0, L = 1.0 k @ 2.0 ft 2Point: D = 4.0, Lr = 3.50, L = 0.830 k @ 13.0 ft 3Point: D = 13.70, Lr = 4.60, L = 9.0, E = 4.20 k @ 24.50 ft .Design Summary Max fb/Fb Ratio =0.859 : 1 Max Reactions (k)HEWSLrL +1.158D+0.750L+1.313ELoad Comb : Span # 1 Left Support D in 20.000 inft 28.845 k Mn / Omega : Allow 149.202 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+1.158D+0.750L+1.313E89.250 k Mu : Applied Max fv/FvRatio =0.323 : 1 20.000ft 128.170 k-ft at atVu : Applied Ratio 1881 Ratio 1749 Max DeflectionsTransient Downward 0.215in Transient Upward -0.128in Total Downward 0.537 in Total Upward -0.137 in 9.03 3.882.89 -0.9423.40 14.498.21 5.14 200500Ratio LC: L Only LC: +D+0.750L+0.5250E LC: E Only LC: +D+0.750L+0.5250E Fy =50.0 ksiSTEEL Section :W8x58, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B2 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 4.0 ft Unif Load: D = 0.0350, L = 0.040 k/ft, 0.0 to 13.0 ft, Trib= 12.0 ft 1Point: D = 6.70, Lr = 3.0, L = 1.0 k @ 2.0 ft 2Point: D = 4.0, Lr = 3.50, L = 0.830 k @ 13.0 ft .Design Summary Max fb/Fb Ratio =0.529 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 10.400 inft 21.130 k Mn / Omega : Allow 149.202 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L89.250 k Mu : Applied Max fv/FvRatio =0.237 : 1 0.000 ft 78.894 k-ft at atVu : Applied Ratio 524 Ratio 182 Max DeflectionsTransient Downward 0.315in Transient Upward -0.205in Total Downward 0.872 in Total Upward -0.588 in 13.00 6.923.938.02 5.072.57 275762Ratio LC: L Only LC: +D+0.750Lr+0.750L LC: L Only LC: +D+0.750Lr+0.750L 28 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Fy =50.0 ksiSTEEL Section :W10x77, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B3 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 15.0 ft 1Point: D = 23.40, Lr = 8.210, L = 15.0 k @ 11.0 ft .Design Summary Max fb/Fb Ratio =0.793 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 10.993 inft 35.347 k Mn / Omega : Allow 243.513 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L112.360 k Mu : Applied Max fv/FvRatio =0.315 : 1 17.000ft 193.067 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.265in Transient Upward 0.000in Total Downward 0.639 in Total Upward 0.000 in 13.38 10.392.9020.26 14.815.31 319769Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 3.0 ft Unif Load: D = 0.020 k/ft, Trib= 20.0 ft 1Point: D = 2.20, Lr = 0.60, L = 0.90, E = 4.20 k @ 4.0 ft .Design Summary Max fb/Fb Ratio =0.687 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 4.030 inft 200.26 psi Fb : Allowable :4,640.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E464.00 psi fb : Actual : Max fv/FvRatio =0.432 : 1 0.000 ft 3,187.13 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.164in Transient Upward 0.000in Total Downward 0.438 in Total Upward 0.000 in 4.97 1.400.42 2.914.12 1.060.18 1.29 Ratio 950 355Ratio LC: E Only LC: +D+0.750L+0.5250E LC:LC: 29 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Fy =50.0 ksiSTEEL Section :W8x58, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B5 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft 2Point: D = 6.20, Lr = 2.20, L = 2.80, E = 1.0 k @ 23.0 ft 3Point: D = 2.40, Lr = 0.50, L = 1.70 k @ 24.50 ft . Fy =50.0 ksiSTEEL Section :W8x58, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B5 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Design Summary Max fb/Fb Ratio =0.346 : 1 Max Reactions (k)HEWSLrL +1.158D+0.750L+1.313ELoad Comb : Span # 1 Left Support D in 20.000 inft 15.367 k Mn / Omega : Allow 149.202 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+1.158D+0.750L+1.313E89.250 k Mu : Applied Max fv/FvRatio =0.172 : 1 20.000ft 51.637 k-ft at atVu : Applied Ratio 2862 Ratio 930 Max DeflectionsTransient Downward 0.135in Transient Upward -0.084in Total Downward 0.406 in Total Upward -0.258 in -0.48 -0.30-0.44 -0.1511.64 6.103.14 1.15 264800Ratio LC: L Only LC: +D+0.750Lr+0.750L LC: L Only LC: +D+0.750Lr+0.750L 30 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B6 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft 2Point: D = 1.0, Lr = 0.50, L = 0.30, E = 3.0 k @ -2.0 ft .Design Summary Max fb/Fb Ratio =0.599 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 2.000 inft 155.02 psi Fb : Allowable :2,160.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E272.00 psi fb : Actual : Max fv/FvRatio =0.570 : 1 1.050 ft 1,293.31 psi at atfv : Actual : Ratio 2337 Ratio 2563 Max DeflectionsTransient Downward 0.065in Transient Upward -0.044in Total Downward 0.064 in Total Upward -0.040 in 1.63 0.720.62 3.710.01 0.14-0.12 -0.71 Ratio 736 752Ratio LC: E Only LC: +D+0.70E LC: E Only LC: +D+0.70E BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E29002900290075020001016.5352902025 45.07Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B7 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.080, Lr = 0.020, L = 0.080 k/ft, Trib= 5.0 ft 1Point: D = 1.980, Lr = 0.840, L = 0.280 k @ 2.0 ft 2Point: D = 1.90, Lr = 0.840, L = 0.280 k @ 9.0 ft .Design Summary Max fb/Fb Ratio =0.628 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 5.500 inft 152.30 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.525 : 1 0.000 ft 1,822.57 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.118in Transient Upward 0.000in Total Downward 0.323 in Total Upward 0.000 in 4.27 2.481.394.22 2.481.39 Ratio 1122 408Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: 31 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B8 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 3.0 ft Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 9.0 ft 1Point: D = 1.940, Lr = 0.50, L = 1.20 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.966 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.000 inft 126.89 psi Fb : Allowable :1,100.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.705 : 1 0.000 ft 1,062.78 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.017in Transient Upward 0.000in Total Downward 0.038 in Total Upward 0.000 in 2.27 1.920.301.88 1.680.20 Ratio 3553 1598Ratio LC: L Only LC: +D+L LC:LC: Fy =50.0 ksiSTEEL Section :W8x40, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B9 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft 2Point: D = 1.90, Lr = 0.840, L = 0.30, E = 2.0 k @ 7.50 ft 3Point: D = 3.0, Lr = 0.50, L = 1.70 k @ 7.50 ft .Design Summary Max fb/Fb Ratio =0.501 : 1 Max Reactions (k)HEWSLrL +1.158D+0.750L+1.313ELoad Comb : Span # 1 Left Support D in 3.000 inft 17.441 k Mn / Omega : Allow 99.301 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+1.158D+0.750L+1.313E59.40 k Mu : Applied Max fv/FvRatio =0.294 : 1 3.000 ft 49.789 k-ft at atVu : Applied Ratio 9999 Ratio 4011 Max DeflectionsTransient Downward 0.052in Transient Upward -0.003in Total Downward 0.173 in Total Upward -0.009 in -7.91 -3.55-2.01 -3.0015.03 7.753.35 5.00 6242068Ratio LC: L Only LC: +D+0.750L+0.5250E LC: L Only LC: +D+0.750L+0.5250E BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B10 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft . 32 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B10 Design SummaryMax fb/Fb Ratio =0.822 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 5.500 inft 101.36 psi Fb : Allowable :1,100.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.563 : 1 4.565 ft 904.50 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.040in Transient Upward -0.002in Total Downward 0.075 in Total Upward -0.004 in 0.70 0.793.16 3.53 Ratio 2118 1118Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :10.75x12, GLB, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B11 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft 2Point: D = 3.0, Lr = 1.0, L = 1.0, E = 1.0 k @ 23.0 ft 3Point: D = 2.40, Lr = 0.50, L = 1.70 k @ 24.50 ft .Design Summary Max fb/Fb Ratio =0.548 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 20.000 inft 99.91 psi Fb : Allowable :2,706.11 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.345 : 1 20.000ft 1,482.36 psi at atfv : Actual : Ratio 2359 Ratio 720 Max DeflectionsTransient Downward 0.182in Transient Upward -0.102in Total Downward 0.558 in Total Upward -0.333 in -0.16 -0.03-0.26 -0.157.70 4.031.76 1.15 Ratio 594 192Ratio LC: L Only LC: +D+0.750Lr+0.750L LC: L Only LC: +D+0.750Lr+0.750L 33 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.08.01 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E29002900290075020001016.5352902025 45.07Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B12 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 11.0 ft Unif Load: D = 0.020 k/ft, Trib= 20.0 ft Moment: E = 27.0 k-ft @ 1.250 ft .Design Summary Max fb/Fb Ratio =0.421 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 1.258 inft 365.91 psi Fb : Allowable :4,673.36 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E464.00 psi fb : Actual : Max fv/FvRatio =0.789 : 1 1.567 ft 1,969.40 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.001in Transient Upward -0.001in Total Downward 0.001 in Total Upward -0.001 in 1.01 0.55 -10.801.01 0.55 10.80 Ratio 9999 9999Ratio LC: E Only LC: +D+0.70E LC: E Only LC: +0.60D+0.70E 34 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Roof Beams(Unit A B)Description : BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf HB1 Applied Loads Unif Load: D= 0.1650->0.0, Lr = 0.220->0.0 k/ft, 0.0 to 11.0 ft .Design Summary Max fb/Fb Ratio =0.479 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 4.657 inft 52.15 psi Fb : Allowable :1,500.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.232 : 1 0.000 ft 718.49 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.093in Transient Upward 0.000in Total Downward 0.163 in Total Upward 0.000 in 0.61 0.810.30 0.40 Ratio 1418 810Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf HB2 Applied Loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 3.0 ft Unif Load: D= 0.0750->0.0, Lr = 0.10->0.0 k/ft, 0.0 to 14.0 ft .Design Summary Max fb/Fb Ratio =0.760 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.487 inft 62.37 psi Fb : Allowable :1,500.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.277 : 1 0.000 ft 1,140.34 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.244in Transient Upward 0.000in Total Downward 0.426 in Total Upward 0.000 in 0.67 0.890.49 0.65 Ratio 689 393Ratio LC: Lr Only LC: +D+Lr LC:LC: 35 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf RB1 Applied Loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 10.0 ft 1Point: D = 1.30, Lr = 1.60 k @ 13.50 ft .Design Summary Max fb/Fb Ratio =0.597 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 12.000 inft 124.74 psi Fb : Allowable :1,375.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.554 : 1 12.000ft 820.83 psi at atfv : Actual : Ratio 5924 Ratio 4430 Max DeflectionsTransient Downward 0.072in Transient Upward -0.008in Total Downward 0.123 in Total Upward -0.011 in 0.71 0.972.69 3.43 Ratio 1994 1168Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB1 Applied Loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 2.70, Lr = 3.40 k @ 9.50 ft .Design Summary Max fb/Fb Ratio =0.593 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 9.468 inft 120.27 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.566 : 1 10.580ft 1,000.63 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.086in Transient Upward 0.000in Total Downward 0.156 in Total Upward 0.000 in 0.51 0.080.592.27 0.082.81 Ratio 1609 883Ratio LC: Lr Only LC: +D+Lr LC:LC: 36 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB2 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 1.30, Lr = 1.60 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.779 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 2.017 inft 112.93 psi Fb : Allowable :1,500.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.502 : 1 0.000 ft 1,168.61 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.105in Transient Upward 0.000in Total Downward 0.201 in Total Upward 0.000 in 1.14 0.071.310.31 0.070.29 Ratio 1260 656Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1100010001500625 1700620180675 31.21Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf CB3 Applied Loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.333 ft 1Point: D = 0.60, Lr = 0.80 k @ 6.0 ft 2Point: D = 1.30, Lr = 1.70 k @ 10.0 ft .Design Summary Max fb/Fb Ratio =0.957 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.000 inft 118.38 psi Fb : Allowable :1,375.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr225.00 psi fb : Actual : Max fv/FvRatio =0.526 : 1 11.583ft 1,316.24 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.177in Transient Upward 0.000in Total Downward 0.317 in Total Upward 0.000 in 0.61 0.080.761.37 0.081.74 Ratio 846 473Ratio LC: Lr Only LC: +D+Lr LC:LC: 37 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: 3rd floor Beams(Unit A B)Description : BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,000.01,000.0 1,500.0625.0 1,700.0620.0180.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B1 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: E = 1.40 k @ 8.0 ft .Design Summary Max fb/Fb Ratio =0.876 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 6.580 inft 143.50 psi Fb : Allowable :1,760.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E288.00 psi fb : Actual : Max fv/FvRatio =0.498 : 1 9.590 ft 1,541.72 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.062in Transient Upward 0.000in Total Downward 0.203 in Total Upward 0.000 in 1.90 0.280.84 0.331.90 0.280.84 1.07 Ratio 2022 619Ratio LC: Lr Only LC: +D+Lr LC:LC: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B2 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: E = 2.0 k @ 2.0 ft 2Point: E = -2.0 k @ 7.0 ft .Design SummaryMax fb/Fb Ratio =0.556 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.000 inft 88.09 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E272.00 psi fb : Actual : Max fv/FvRatio =0.324 : 1 0.000 ft 939.04 psi at atfv : Actual : Ratio 2567 Ratio 9999 Max DeflectionsTransient Downward 0.067in Transient Upward -0.056in Total Downward 0.222 in Total Upward 0.000 in 2.20 0.320.96 0.832.20 0.320.96 -0.83 Ratio 2140 649Ratio LC: Lr Only LC: +D+Lr LC: E Only LC: 38 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B3 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 3.0 ft 1Point: D = 3.50, Lr = 4.50, L = 0.10 k @ 10.0 ft .Design Summary Max fb/Fb Ratio =0.893 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 10.000 inft 180.84 psi Fb : Allowable :1,687.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr212.50 psi fb : Actual : Max fv/FvRatio =0.851 : 1 11.080ft 1,506.61 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.124in Transient Upward 0.000in Total Downward 0.307 in Total Upward 0.000 in 1.72 0.740.754.05 0.803.75 Ratio 1161 468Ratio LC: Lr Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1100010001500625 1700620180675 31.21Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.0250, L = 0.040 k/ft, Trib= 1.333 ft 1Point: D = 1.90, Lr = 0.90, L = 0.30, E = 1.0 k @ 1.50 ft .Design SummaryMax fb/Fb Ratio =0.380 : 1 Max Reactions (k)HEWSLLr +1.210D+1.750ELoad Comb : Span # 1 Left Support D in 1.505 inft 101.76 psi Fb : Allowable :1,760.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+1.210D+1.750E288.00 psi fb : Actual : Max fv/FvRatio =0.353 : 1 0.000 ft 669.54 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.003in Transient Upward 0.000in Total Downward 0.008 in Total Upward 0.000 in 1.72 0.260.79 0.571.45 0.220.67 0.43 Ratio 9999 4944Ratio LC: Lr Only LC: +D+Lr LC:LC: 39 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B5 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.030, L = 0.040 k/ft, Trib= 11.50 ft 1Point: D = 6.20, Lr = 4.0, L = 1.20 k @ 1.0 ft 2Point: D = 2.40, Lr = 1.0, L = 0.350 k @ 8.0 ft .Design SummaryMax fb/Fb Ratio =0.670 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 5.942 inft 230.17 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.794 : 1 0.000 ft 1,942.41 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.129in Transient Upward 0.000in Total Downward 0.371 in Total Upward 0.000 in 9.09 3.853.964.91 2.991.04 Ratio 1068 371Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :3.5x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B6 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 8.0 ft 1Point: D = 2.90, Lr = 2.0, L = 0.820 k @ 1.0 ft .Design Summary Max fb/Fb Ratio =0.880 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 6.067 inft 269.73 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.930 : 1 0.000 ft 2,552.38 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.267in Transient Upward 0.000in Total Downward 0.589 in Total Upward 0.000 in 4.84 2.841.852.38 2.140.15 Ratio 584 264Ratio LC: L Only LC: +D+L LC:LC: 40 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :3.5x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B7 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 9.0 ft 1Point: D = 4.40, Lr = 2.0, L = 0.60 k @ 2.50 ft .Design Summary Max fb/Fb Ratio =0.802 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.522 inft 226.94 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.783 : 1 0.000 ft 2,326.22 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.064in Transient Upward 0.000in Total Downward 0.225 in Total Upward 0.000 in 4.69 1.951.412.88 1.710.59 Ratio 1599 453Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: BEAM Size :4x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1100010001500625 1700620180675 31.21Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B8 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, 0.0 ft to 3.0 ft, Trib= 8.0 ft Unif Load: D = 0.010 k/ft, Trib= 10.0 ft Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.711 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 6.327 inft 53.74 psi Fb : Allowable :1,100.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L180.00 psi fb : Actual : Max fv/FvRatio =0.299 : 1 0.000 ft 782.54 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.049in Transient Upward 0.000in Total Downward 0.212 in Total Upward 0.000 in 1.37 0.350.421.09 0.350.06 Ratio 3204 736Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: 41 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 3B9 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020 k/ft, Trib= 10.0 ft Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 1.333 ft 1Point: D = 5.0, Lr = 1.0, L = 3.0 k @ 5.50 ft 2Point: E = 2.0 k @ 3.0 ft .Design SummaryMax fb/Fb Ratio =0.824 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 5.510 inft 149.27 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.515 : 1 8.582 ft 2,389.76 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.080in Transient Upward 0.000in Total Downward 0.242 in Total Upward 0.000 in 3.40 1.520.42 1.374.19 1.990.58 0.63 Ratio 1422 471Ratio LC: L Only LC: +D+0.750L+0.5250E LC:LC: 42 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: 2nd floor Beams(Unit A B)Description : Fy =50.0 ksiSTEEL Section :W10x68, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft Unif Load: D = 0.0350, L = 0.040 k/ft, 0.0 to 7.0 ft, Trib= 12.0 ft 1Point: D = 6.70, Lr = 3.0, L = 1.0 k @ 0.0 ft 2Point: D = 5.0, Lr = 1.0, L = 3.0 k @ 7.0 ft 3Point: D = 15.0, Lr = 5.0, L = 4.0 k @ -5.50 ft 4Point: D = 7.0, Lr = 0.50, L = 4.0 k @ 18.0 ft .Design Summary Max fb/Fb Ratio =0.573 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 5.500 inft 32.301 k Mn / Omega : Allow 212.824 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L97.760 k Mu : Applied Max fv/FvRatio =0.330 : 1 5.500 ft 121.963 k-ft at atVu : Applied Ratio 2847 Ratio 1418 Max DeflectionsTransient Downward 0.175in Transient Upward -0.088in Total Downward 0.542 in Total Upward -0.178 in 34.33 12.3110.055.35 4.46-0.55 242752Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B2 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft 1Point: E = 2.50 k @ 3.0 ft 2Point: E = -2.50 k @ 14.0 ft .Design Summary Max fb/Fb Ratio =0.936 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 8.500 inft 133.74 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.461 : 1 16.093ft 2,714.65 psi at atfv : Actual : Ratio 6966 Ratio 9999 Max DeflectionsTransient Downward 0.546in Transient Upward -0.029in Total Downward 1.052 in Total Upward 0.000 in 3.78 4.08 1.623.78 4.08 -1.62 Ratio 373 193Ratio LC: L Only LC: +D+L LC: E Only LC: 43 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Fy =50.0 ksiSTEEL Section :W10x100, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B3 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 15.0 ft 1Point: D = 33.0, Lr = 9.90, L = 11.0 k @ 9.0 ft . Fy =50.0 ksiSTEEL Section :W10x100, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B3 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Design Summary Max fb/Fb Ratio =0.907 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 9.000 inft 37.521 k Mn / Omega : Allow 324.351 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L150.960 k Mu : Applied Max fv/FvRatio =0.249 : 1 0.000 ft 294.154 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.294in Transient Upward 0.000in Total Downward 0.985 in Total Upward 0.000 in 24.40 12.055.4521.10 10.954.46 243816Ratio LC: L Only LC: +D+0.750Lr+0.750L LC:LC: 44 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 3.0 ft Unif Load: D = 0.020 k/ft, Trib= 20.0 ft 1Point: D = 3.80, Lr = 4.10, L = 1.60, E = 2.0 k @ 11.0 ft 2Point: D = 4.0, Lr = 3.50, L = 0.830, E = -5.0 k @ 5.0 ft .Design SummaryMax fb/Fb Ratio =0.390 : 1 Max Reactions (k)HEWSLLr +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 9.000 inft 166.44 psi Fb : Allowable :3,625.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+0.750Lr+0.750L362.50 psi fb : Actual : Max fv/FvRatio =0.459 : 1 9.000 ft 1,413.17 psi at atfv : Actual : Ratio 1082 Ratio 3290 Max DeflectionsTransient Downward 0.084in Transient Upward -0.100in Total Downward 0.077 in Total Upward -0.033 in 3.20 0.530.64 -2.6710.43 3.226.96 -0.33 Ratio 568 914Ratio LC: E Only LC: +0.60D+0.70E LC: E Only LC: +0.60D+0.70E Fy =50.0 ksiSTEEL Section :W10x49, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B5 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft 1Point: D = 1.90, Lr = 0.40, L = 0.80 k @ -4.0 ft 2Point: D = 7.0, Lr = 4.0, L = 2.0 k @ -5.50 ft .Design Summary Max fb/Fb Ratio =0.508 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 5.500 inft 15.046 k Mn / Omega : Allow 150.699 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L68.0 k Mu : Applied Max fv/FvRatio =0.221 : 1 5.500 ft 76.501 k-ft at atVu : Applied Ratio 1785 Ratio 639 Max DeflectionsTransient Downward 0.241in Transient Upward -0.134in Total Downward 0.724 in Total Upward -0.375 in 12.76 4.385.58-1.42 -0.22-1.18 182546Ratio LC: Lr Only LC: +D+0.750Lr+0.750L LC: Lr Only LC: +D+0.750Lr+0.750L BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B6 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 6.0 ft 2Point: D = 3.80, L = 4.10, E = 1.90 k @ -2.0 ft . 45 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :5.25x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B6 Design SummaryMax fb/Fb Ratio =0.625 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.000 inft 213.37 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L290.00 psi fb : Actual : Max fv/FvRatio =0.736 : 1 1.070 ft 1,813.54 psi at atfv : Actual : Ratio 2929 Ratio 1441 Max DeflectionsTransient Downward 0.067in Transient Upward -0.035in Total Downward 0.132 in Total Upward -0.071 in 6.18 6.62 2.350.02 -0.00 -0.45 Ratio 714 364Ratio LC: L Only LC: +D+0.750L+0.5250E LC: L Only LC: +D+0.750L+0.5250E BEAM Size :6x12, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B7 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.080, Lr = 0.020, L = 0.080 k/ft, Trib= 5.0 ft .Design Summary Max fb/Fb Ratio =0.604 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.500 inft 68.89 psi Fb : Allowable :1,350.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L170.00 psi fb : Actual : Max fv/FvRatio =0.405 : 1 0.000 ft 815.53 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.053in Transient Upward 0.000in Total Downward 0.108 in Total Upward 0.000 in 1.86 1.800.451.86 1.800.45 Ratio 2029 997Ratio LC: L Only LC: +D+L LC:LC: 46 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Fy =50.0 ksiSTEEL Section :W10x22, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B8 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.040, L = 0.040 k/ft, Trib= 3.0 ft Unif Load: D = 0.020 k/ft, Trib= 20.0 ft 1Point: D = 10.0, Lr = 0.50, L = 8.0 k @ 5.0 ft .Design Summary Max fb/Fb Ratio =0.717 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 5.010 inft 12.992 k Mn / Omega : Allow 64.870 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+1.158D+0.750L48.960 k Mu : Applied Max fv/FvRatio =0.265 : 1 9.000 ft 46.517 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.066in Transient Upward 0.000in Total Downward 0.165 in Total Upward 0.000 in 6.88 4.100.227.99 4.980.28 6531640Ratio LC: L Only LC: +D+L LC:LC: Fy =50.0 ksiSTEEL Section :W10x68, Fully BracedUsing Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending E =29,000.0ksi Steel Beam Design :2B9 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 1.333 ft 2Point: D = 10.0, Lr = 7.0, L = 3.0, E = 2.0 k @ -5.50 ft .Design Summary Max fb/Fb Ratio =0.463 : 1 Max Reactions (k)HEWSLrL +D+0.750Lr+0.750LLoad Comb : Span # 1 Left Support D in 5.500 inft 18.351 k Mn / Omega : Allow 212.824 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+0.750Lr+0.750L97.760 k Mu : Applied Max fv/FvRatio =0.188 : 1 5.500 ft 98.588 k-ft at atVu : Applied Ratio 1510 Ratio 681 Max DeflectionsTransient Downward 0.283in Transient Upward -0.167in Total Downward 0.674 in Total Upward -0.370 in 14.54 4.688.83 2.52-1.50 -0.26-1.83 -0.52 194466Ratio LC: Lr Only LC: +D+0.750Lr+0.750L LC: Lr Only LC: +D+Lr 47 Multiple Simple Beam LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E2,900.02,900.0 2,900.0750.0 2,000.01,016.54290.02,025.0 45.070Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf 2B10 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0350, L = 0.040 k/ft, Trib= 9.0 ft 1Point: E = -5.70 k @ 1.0 ft 2Point: D = 4.20, Lr = 0.60, L = 2.0, E = -5.70 k @ 5.0 ft .Design Summary Max fb/Fb Ratio =0.767 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.987 inft 247.97 psi Fb : Allowable :2,900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+0.390D+1.750E464.00 psi fb : Actual : Max fv/FvRatio =0.534 : 1 0.990 ft 2,223.05 psi at atfv : Actual : Ratio 632 Ratio 3908 Max DeflectionsTransient Downward 0.129in Transient Upward -0.209in Total Downward 0.317 in Total Upward -0.034 in 4.16 3.070.33 -8.293.78 2.890.27 -3.11 Ratio 1022 416Ratio LC: L Only LC: +D+L LC: E Only LC: +0.60D+0.70E 48 General Footing LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.80 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.060.03,122.0145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =0.20 ksfwhen max. length or width is greater than =2.0 ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below 2.0 ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor =: 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface 0.20 ft=Allow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 7.0 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number of Bars =9.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 72.7 % # Bars required on each side of zone 27.3 % Applied Loads 36.0 8.0 18.0 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k2.0V-z k M-xx =k-ft=k-ft10.0 H = 49 General Footing LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9124 Soil Bearing 2.281 ksf 2.50 ksf +D+0.750L+0.5250E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 9.454 Overturning - Z-Z 9.80 k-ft 92.652 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3283 Z Flexure (+X)16.625 k-ft/ft 50.640 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.3283 Z Flexure (-X)16.625 k-ft/ft 50.640 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.1043 X Flexure (+Z)5.429 k-ft/ft 52.048 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.1043 X Flexure (-Z)5.429 k-ft/ft 52.048 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.2294 1-way Shear (+X)18.849 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2294 1-way Shear (-X)18.849 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.03146 1-way Shear (+Z)2.585 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.03146 1-way Shear (-Z)2.585 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2345 2-way Punching 38.534 psi 164.317 psi +1.20D+0.50Lr+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a1.576 1.576 n/a 0.6300.0n/aX-X, +D+L 2.50 n/a2.219 2.219 n/a 0.8880.0n/aX-X, +D+Lr 2.50 n/a1.861 1.861 n/a 0.7440.0n/aX-X, +D+0.750Lr+0.750L 2.50 n/a2.272 2.272 n/a 0.9090.0n/aX-X, +D+0.750L 2.50 n/a2.058 2.058 n/a 0.8230.0n/aX-X, +D+0.70E 2.50 n/a1.576 1.576 n/a 0.6300.0n/aX-X, +D+0.750L+0.5250E 2.50 n/a2.058 2.058 n/a 0.8230.0n/aX-X, +0.60D 2.50 n/a0.9454 0.9454 n/a 0.3780.0n/aX-X, +0.60D+0.70E 2.50 n/a0.9454 0.9454 n/a 0.3780.0n/aZ-Z, D Only 2.50 1.576n/a n/a 1.576 0.630n/a0.0Z-Z, +D+L 2.50 2.219n/a n/a 2.219 0.888n/a0.0Z-Z, +D+Lr 2.50 1.861n/a n/a 1.861 0.744n/a0.0Z-Z, +D+0.750Lr+0.750L 2.50 2.272n/a n/a 2.272 0.909n/a0.0Z-Z, +D+0.750L 2.50 2.058n/a n/a 2.058 0.823n/a0.0Z-Z, +D+0.70E 2.50 1.279n/a n/a 1.873 0.749n/a2.665Z-Z, +D+0.750L+0.5250E 2.50 1.835n/a n/a 2.281 0.912n/a1.531Z-Z, +0.60D 2.50 0.9454n/a n/a 0.9454 0.378n/a0.0Z-Z, +0.60D+0.70E 2.50 0.6484n/a n/a 1.242 0.497n/a4.442 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OKX-X, +D+L None 0.0 k-ft Infinity OKX-X, +D+Lr None 0.0 k-ft Infinity OKX-X, +D+0.750Lr+0.750L None 0.0 k-ft Infinity OKX-X, +D+0.750L None 0.0 k-ft Infinity OKX-X, +D+0.70E None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.5250E None 0.0 k-ft Infinity OKX-X, +0.60D None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E None 0.0 k-ft Infinity OKZ-Z, D Only None 0.0 k-ft Infinity OKZ-Z, +D+L None 0.0 k-ft Infinity OKZ-Z, +D+Lr None 0.0 k-ft Infinity OKZ-Z, +D+0.750Lr+0.750L None 0.0 k-ft Infinity OKZ-Z, +D+0.750L None 0.0 k-ft Infinity OKZ-Z, +D+0.70E 9.80 k-ft 154.420 k-ft 15.757 OKZ-Z, +D+0.750L+0.5250E 7.350 k-ft 201.670 k-ft 27.438 OKZ-Z, +0.60D None 0.0 k-ft Infinity OKZ-Z, +0.60D+0.70E 9.80 k-ft 92.652 k-ft 9.454 OK 50 General Footing LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd Footing Flexure Tensionk-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 3.60 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.40D 3.60 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50Lr+1.60L 5.429 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50Lr+1.60L 5.429 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60L 5.143 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60L 5.143 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60Lr+0.50L 4.643 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60Lr+0.50L 4.643 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60Lr 4.0 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+1.60Lr 4.0 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50L 3.729 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50L 3.729 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D 3.086 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D 3.086 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50Lr+0.50L 4.014 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50Lr+0.50L 4.014 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50L+E 3.729 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +1.20D+0.50L+E 3.729 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +0.90D 2.314 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +0.90D 2.314 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +0.90D+E 2.314 +Z Bottom 0.5184 AsMin 0.5657 52.048 OKX-X, +0.90D+E 2.314 -Z Bottom 0.5184 AsMin 0.5657 52.048 OKZ-Z, +1.40D 11.025 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.40D 11.025 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50Lr+1.60L 16.625 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50Lr+1.60L 16.625 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60L 15.750 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60L 15.750 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60Lr+0.50L 14.219 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60Lr+0.50L 14.219 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60Lr 12.250 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+1.60Lr 12.250 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50L 11.419 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50L 11.419 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D 9.450 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D 9.450 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50Lr+0.50L 12.294 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50Lr+0.50L 12.294 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50L+E 9.669 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +1.20D+0.50L+E 13.169 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +0.90D 7.088 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +0.90D 7.088 +X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +0.90D+E 5.338 -X Bottom 0.5184 AsMin 0.550 50.640 OKZ-Z, +0.90D+E 8.837 +X Bottom 0.5184 AsMin 0.550 50.640 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 12.50 12.50 1.71 1.71 12.50 82.16 0.15psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L 18.85 18.85 2.59 2.59 18.85 82.16 0.23psipsipsipsipsipsi OK+1.20D+1.60L 17.86 17.86 2.45 2.45 17.86 82.16 0.22psipsipsipsipsipsi OK+1.20D+1.60Lr+0.50L 16.12 16.12 2.21 2.21 16.12 82.16 0.20psipsipsipsipsipsi OK +1.20D+1.60Lr 13.89 13.89 1.91 1.91 13.89 82.16 0.17psipsipsipsipsipsi OK+1.20D+0.50L 12.95 12.95 1.78 1.78 12.95 82.16 0.16psipsipsipsipsipsi OK+1.20D 10.71 10.71 1.47 1.47 10.71 82.16 0.13psipsipsipsipsipsi OK+1.20D+0.50Lr+0.50L 13.94 13.94 1.91 1.91 13.94 82.16 0.17psipsipsipsipsipsi OK +1.20D+0.50L+E 10.71 15.18 1.78 1.78 15.18 82.16 0.18psipsipsipsipsipsi OK+0.90D 8.04 8.04 1.10 1.10 8.04 82.16 0.10psipsipsipsipsipsi OK+0.90D+E 5.80 10.27 1.10 1.10 10.27 82.16 0.13psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 25.55 164.32 0.1555 OKpsipsi+1.20D+0.50Lr+1.60L 38.53 164.32 0.2345 OKpsipsi 51 General Footing LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: (P23-0603)1025 La Cadena Ave - 4 units.ec6 Project Title:Engineer:Project ID:Project Descr: Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.20D+1.60L 36.51 164.32 0.2222 OKpsipsi+1.20D+1.60Lr+0.50L 32.96 164.32 0.2006 OKpsipsi+1.20D+1.60Lr 28.39 164.32 0.1728 OKpsipsi+1.20D+0.50L 26.47 164.32 0.1611 OKpsipsi+1.20D 21.90 164.32 0.1333 OKpsipsi+1.20D+0.50Lr+0.50L 28.50 164.32 0.1734 OKpsipsi+1.20D+0.50L+E 26.47 164.32 0.1611 OKpsipsi+0.90D 16.43 164.32 0.09998 OKpsipsi+0.90D+E 16.43 164.32 0.09998 OKpsipsi 52 Wood Column LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:C610 Project File: (P23-0502)5615 S. BROADWAY.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 6x10Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Wood Grade Fb +1,500.0 1,500.0psi 1,000.0 1,000.0 150.0 1,000.0 33.0 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,400.0 1,400.0 1,400.0 1,400.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 9.50 in Area 52.250 in^2 Ix 392.964 in^4 Iy 131.714 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,400.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi NoMinimum Basic ABOUT Y-Y Axis: Luy = 10 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 10 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 119.740 lbs * Dead Load FactorAXIAL LOADS . . .Axial Load at 10.0 ft, D = 21.0, L = 15.0, E = 11.0 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7725 Location of max.above base 0.0 ft Applied Axial 36.120kApplied Mx 0.0 k-ft Load Combination +D+L Load Combination +0.60D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 kTop along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 894.83 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0ft0.907 ft0.4949+D+L 1.000 PASS PASS0.0 0.0 10.0ft0.895 ft0.7725+D+0.750L 1.250 PASS PASS0.0 0.0 10.0ft0.862 ft0.5752+D+0.70E 1.600 PASS PASS0.0 0.0 10.0ft0.812 ft0.4248+D+0.750L+0.5250E 1.600 PASS PASS0.0 0.0 10.0ft0.812 ft0.5622+0.60D 1.600 PASS PASS0.0 0.0 10.0ft0.812 ft0.1868+0.60D+0.70E 1.600 PASS PASS0.0 0.0 10.0ft0.812 ft0.3002 . 53 Wood Column LIC# : KW-06017300, Build:20.23.05.25 XIA Structural Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:C610 Project File: (P23-0502)5615 S. BROADWAY.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 21.120+D+L 36.120 +D+0.750L 32.370 +D+0.70E 28.820+D+0.750L+0.5250E 38.145+0.60D 12.672 +0.60D+0.70E 20.372L Only 15.000E Only 11.000 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftftinin0.000+D+L 0.0000 0.000 0.000ftftinin0.000+D+0.750L 0.0000 0.000 0.000ftftinin0.000+D+0.70E 0.0000 0.000 0.000ftftinin0.000 +D+0.750L+0.5250E 0.0000 0.000 0.000ftftinin0.000+0.60D 0.0000 0.000 0.000ftftinin0.000+0.60D+0.70E 0.0000 0.000 0.000ftftinin0.000 L Only 0.0000 0.000 0.000ftftinin0.000E Only 0.0000 0.000 0.000ftftinin0.000 .Sketches 54 Foundation XIA Structural Engineers, Inc. Continuous Footing Design Allowable Point Load Soil bearing pressure =psf 12" Width x 24" Depth :Pallow == 6.3 x =lbs 15" Width x 24" Depth :Pallow == 7.9 x =lbs 18" Width x 24" Depth :Pallow == 9.5 x =lbs 24" Width x 24" Depth :Pallow == 12.7 x =lbs 30" Width x 24" Depth :Pallow == 15.8 x =lbs 1500 14250.0 1500 {(4" + 24"x1.5x2)x30" / (12"x12")} x 1500 1500 23750.0 1500 1500 11875.0 9500.0 3RD floor 2ND floor Accum. Total (psf) Trib. Width(ft) 1500 19000.0 {(4" + 24"x1.5x2)x12" / (12"x12")} x 1500 {(4" + 24"x1.5x2)x15" / (12"x12")} x 1500 {(4" + 24"x1.5x2)x18" / (12"x12")} x 1500 {(4" + 24"x1.5x2)x24" / (12"x12")} x 1500 40 80 15 1200 2800DL (psf) From Floor Floor/Roof 25 25 Required Width(in) 1500 22.4 Wall On Top of Footing 20 20 400 Soil Bearing Capacity Gridline: 50 15 750 Partition 15 15 30 15 450 Sub. Total (plf) Total (plf) LL (psf)40 (N)24" Width x 24" Depth Cont. Footing w/ 2-#5(T)&(B)USE: 55 56