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HomeMy WebLinkAbout914-918 N Bewley St - REV 2 - PlanRE F LIVING ROOM BATHROOM BEDROOM KITCHEN E E E E E 39 ' - 4 " A5-1.6 1D 1C A5-1.61E A5-1.6 7 2' - 1 1 1 / 2 " B 1' - 7 1/4" 17 ' - 9 " 5' - 9 " 2' - 1 1 " 12 ' - 1 1 1 / 4 " 025 022 021 023 E 11' - 6 1/4" 39 ' - 4 " 12 ' - 1 1 1 / 2 " 7' - 3 3 / 4 " 8' - 1 0 1 / 4 " 10 ' - 2 1 / 2 " EQ EQ 11' - 6 1/4" EQ EQ E A6-2.14 C D C 2' - 6 " 5' - 0" A PREMANUFACTURERED WATER HEATER CABINET -HOLDRITE OR SIMILAR 2' - 0" 2' - 0 " 1' - 6 " 2" 2' - 0"2" 18"X24" UNDERFLOOR ACCESS PANEL, SEE DETAIL /17 A8-1.1 SLOPESLOPE 14 A8-1.1 10 A8-1.1 O. H . 1' - 0 " O. H . 1' - 0 " O.H. 2' - 0" O.H. 2' - 0" SOLAR READY ROOF AREA 195 SF 8 S5.50 E SLOPESLOPE SLOPE SLOPE KITCHEN LIVING ROOM BEDROOM BATHROOM 13 ' - 0 3 / 4 " 8' - 5 1 / 2 " EQ EQ 10' - 4 1/4" 10' - 4 1/4" 6' - 1 1 " 7' -6" 7' -6" 7' -6" 2' - 0"3' - 2"3' - 2"2' - 0" 2' - 0 " 2' - 8 3 / 4 " 2' - 8 3 / 4 " 2' - 0 " 5' - 2"5' - 2" EQ EQ 2' - 0 " 4' - 5 1 / 2 " 2' - 0 " 3' - 4 1 / 2 " 2' - 9 1 / 2 " 3' - 5 1 / 2 " 3' - 5 1 / 2 " 3' - 0"2' - 6 1/2"2' - 5"2' - 5" 2' - 0 " 4' - 1 1 / 4 " 4' - 1 1 / 4 " 2' - 0 " 2' - 0"3' - 2"3' - 2"2' - 0" (E) 1 HR FIRE RATED WALL DOOR REFERENCEWOOD STUD WALL MILLWORK, SEE MILLWORK DETAILS AT PLAM SURFACE: PROVIDE TOP MOUNT SINK AT SOLID SURFACE: PROVIDE UNDER-MOUNT SINK SINK: (TYPICAL WALL TYPE A UNLESS OTHERWISE NOTED) SEE WALL REFERENCE 1/A9-1.1 A 6" 6'-0" STUD SIZE LOW PARTITION HEIGHT (WHERE OCCURS) WALL TYPE A ACOUSTIC BATT INSULATION DOOR TAG SEE 0000A A6-1.1 INDICATES HEIGHT OF CEILING ABOVE FINISH FLOOR GYPSUM BOARD CEILING X'-X" CEILING LIGHT FIXTURES CEILING FAN NEW CLAY TILE ROOF TO MATCH EXISTING ROOF TILE SHALL BE CLASS A HIGH PROFILE CLAY TILE ATTIC VENT -O'HAGIN (OR SIMILAR) ATTIC VENTILATION CALCULATION AREA OF ROOF TO BE VENTILATED 447 SF REQUIRED VENTILITION 2.98 SF (429.12 SQ IN) PROVIDED VENTILITION (HALF HIGH, HALF LOW) 6 VENTS AT 72 SQ IN EACH = 432 SQ IN Renewal Date LICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 05/31/25 J C32284 HOSHUAJAMESSMIT WD PROJ. #DRAWN BY: CHECKED DATE WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: REVISIONS: 23411 Yas Josh ADU PLANS A2-1.3 PLAN CHECK -10/23/2023 PLAN CHECK - 04/19/2025 FOR CONSTRUCTION - 04/10/2025 03/18/26 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 914, 916, 918 N BEWLEY STREET SANTA ANA, CA 92703 GENERAL NOTES 1 1/2" = 1'-0"FLOOR - IMPROVEMENT PLAN - ADU2 1/2" = 1'-0"RCP - IMPROVEMENT PLAN - ADU3 1/2" = 1'-0"ROOF - IMPROVEMENT PLAN - ADU 1. ALL WALLS FINISHED TO BE DRYWALL LEVEL 4 U.N.O. 2. GENERAL CONTRACTOR TO LAYOUT ALL CHALK LINES PRIOR TO PARTITION CONSTRUCTION. SHOULD ANY DISCREPANCIES OCCUR, GENERAL CONTRACTOR IS TO REVIEW WITH THE ARCHITECT IN THE FIELD TO RESOLVE PRIOR TO COMMENCEMENT OF CONSTRUCTION. 3. USE MOISTURE RESISTANT GYPSUM BOARD ON ALL RESTROOMS AND WET WALLS. 4. PROVIDE MINIMUM GYPSUM BOARD FURRING AROUND ALL EXPOSED COLUMNS TO 6" ABOVE SUSPENDED CEILING. 5. PREPARE EXISTING AND NEW SURFACES FOR INSTALLATION OF SPECIFIED FINISHES. ALL SURFACES SHALL BE FREE FROM ADHESIVE, BUMPS, CRACKS, AND MEET THE REQUIREMENTS OF THE FINISH MANUFACTURERS INSTALLATION INSTRUCTIONS. 6. PROVIDE METAL TRIM OR CASING AT ALL EDGES OF CEMENT PLASTER AND GYPSUM BOARD SURFACES WHERE IT TERMINATES OR MEETS ANY OTHER MATERIAL, U.N.O. 7. PROVIDE METAL CORNER BEAD AT ALL OUTSIDE CORNERS OF CEMENT PLASTER OR GYPSUM BOARD SURFACES UNLESS NOTED OTHERWISE. 8. PRIOR TO INSTALLATION, FIRE AUTHORITY HAVING JURISDICTION SHALL BE CALLED TO FIELD VERIFY LOCATIONS AND TYPES OF FIRE EXTINGUISHERS AND KNOX BOXES. 9. PROVIDE BACKING FOR ALL WALL MOUNTED EQUIPMENT AND MILLWORK PER DETAIL ##/A9-1.2. COORDINATE WITH ARCHITECT FOR ANY UNFORSEEN CONDITIONS. LEGENDLEGENDLEGEND NORT H NORT H NORT H 1 PLAN CHECK CORRECTIONS 02/18/2025 2 PLAN CHECK CORRECTIONS 03/14/2025 3 PLAN CHECK CORRECTIONS 04/09/2025 A CONSTRUCTION AUDIT 03/24/2025 B REV. 2 PLAN CHECK 04/02/2026 B RE F GROUND LEVEL 0' -0" 2nd FLOOR 12' -3" 1st FLOOR 2' -3" P3 C T3 +/-80.50' 82.62' I R-1 R-2 A9-2.1 1 3' - 0 " 4" 3' - 0 " CLR. 2' - 11" F.P P1 S1 L3 2' - 4" EQ EQ PL1 6' - 0 " SN.01 2' - 8 " SN.02 7' - 6 " R-5 4" P1 S1 SN.03 A9-2.1 4 A9-2.1 8 A9-2.1 1 S1 PL1 PL1 1 1/2"3' - 0"3' - 8"1 3/4" 2' - 6 " 2' - 0 " 3' - 0 " 4" 4" 7' - 6 " GROUND LEVEL 0' -0" 2nd FLOOR 12' -3" 1st FLOOR 2' -3" P3 C T3 +/-80.50' 82.62' GROUND LEVEL 0' -0" 2nd FLOOR 12' -3" 1st FLOOR 2' -3" T3 P3 D +/-80.50' 82.62' CRAWLSPACE VENT TYP., SEE DETAIL /17 A8-1.1 GROUND LEVEL 0' -0" 2nd FLOOR 12' -3" 1st FLOOR 2' -3" B A P3 T3 T3 +/-80.50' 82.62' INDICATES HEIGHT OF CEILING ABOVE FINISH FLOOR GYPSUM BOARD CEILING X'-X" CEILING LIGHT FIXTURES CEILING FAN (E) 1 HR FIRE RATED WALL WINDOW OR LOUVER REFERENCE EA X Window Covering Reference H=Horizontal Blinds V=Vertical Blinds D=Darkening Drapes LS=Light Proof Shades DOOR REFERENCE WOOD STUD WALL MILLWORK, SEE MILLWORK DETAILS DOOR TAG SEE A6-1.1 AT PLAM SURFACE: PROVIDE TOP MOUNT SINK AT SOLID SURFACE: PROVIDE UNDER-MOUNT SINK SINK: 0000A (TYPICAL WALL TYPE A UNLESS OTHERWISE NOTED) SEE WALL REFERENCE 1/A9-1.1 A 6" 6'-0" STUD SIZE LOW PARTITION HEIGHT (WHERE OCCURS) WALL TYPE A ACOUSTIC BATT INSULATION A5-1.6 1D 1C 1' - 6 " 1' - 6 " 3' - 0 " 2' - 0" 2' - 6 " A 5' - 0" A5-1.61E 2' - 0" 1' - 6 1 / 2 " 3' - 8 " 2' - 0" E-4 CRAWLSPACE AREA VENTILATION RATIO AREA REQUIRED AREA PROVIDED CRAWL SPACE VENTILATION CALC. 425 SQ FT.1/150 425/150=2.83 SQ. FT. (408 SQ. IN.) 12 VENTS @ 36 SQ. IN. EA = 432 SQ. IN. Renewal Date LICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 05/31/25 J C32284 HOSHUAJAMESSMIT WD PROJ. #DRAWN BY: CHECKED DATE WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: REVISIONS: 23411 Yas Josh ADU ENLARGED PLANS AND ELEVATIONS A5-1.6 PLAN CHECK -10/23/2023 PLAN CHECK - 04/19/2025 FOR CONSTRUCTION - 04/10/2025 03/18/26 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 914, 916, 918 N BEWLEY STREET SANTA ANA, CA 92703 LEGENDLEGEND SHEET KEYNOTES SN.## GENERAL NOTES 1/4" = 1'-0" 1C 1/4" = 1'-0" 1D 1/4" = 1'-0" 1E 1/4" = 1'-0" ADU - NORTH ELEVATION 4 1/4" = 1'-0" ADU - SOUTH ELEVATION 3 5 1/4" = 1'-0"ADU - WEST ELEVATION6 1/4" = 1'-0"ADU - EAST ELEVATION SN# DESCRIPTION SN.01 60x30 ONE -PIECE ACRLIC SHOWER W/ IN PLACE BACKING SN.02 PROVIDE 2x8 BACKING FOR FUTURE GRAB BAR PER R327.1.1 SN.03 PROVIDE FOLD AWAY GRAB BAR PER EXCEPTION (2) ON R327.1.1 1/4" = 1'-0" 1A FINISH SCHEDULE TAG ITEM MANUFACTURER SPEC SIZE COLOR INSTALLATION NOTES CONTACT B1 WALL BASE BY CONTRACTOR PAINT-GRADE FLAT STOCK MDF 4"H PAINT TO MATCH P1 - <varies> <varies> C1 CARPET TBD TBD TBD. TBD - - - P1 PAINT SHERWIN WILLIAMS INTERIOR LATEX PAINT - SW7636 ORIGAMI WHITE - 1,2 ROCKY BERLANGA rocky.m.berlanga@sherwin.com P2 PAINT DUNN EDWARDS INTERIOR LATEX PAINT - DEW380 WARM WHITE - 1,3 KIM HAMPTON kim.hampton@dunnedwards.com P3 EXTERIOR PAINT DUNN EDWARDS ACRI-HUES EXTERIOR (ACHS10) - DE6213 FINE GRAIN - 1,4 KIM HAMPTON kim.hampton@dunnedwards.com PL1 PLASTIC LAMINATE BY OWNER - - - - - <varies> RF1 LUXURY VINYL TILE TBD TBD TBD. TBD STAGGER - - S1 QUARTZ PENTAL QUARTZ QUARTZ 65"X130" BQ8815P MISTERIO POLISHED - - KIM CLAYBORNE kim.clayborne@arcsurfaces.com T1 PORCELAIN TILE BY OWNER - - - - - T2 EXTERIO PORCELAIN TILE BY OWNER - - - - - T3 EXTERIOR PAINT DUNN EDWARDS ACRI-HUES EXTERIOR (ACHS10) - DE6213 FINE GRAIN - 1,4 KIM HAMPTON kim.hampton@dunnedwards.com T4 WALL TILE BY OWNER - - - - - RESTROOM ACCESSORY SCHEDULE TAG MANUFACTURER MODEL DESCRIPTION A KOHLER BY OWNER WHITE ELONGATED TOILET B KOHLER BY OWNER WHITE ELONGATED TOILET C KOHLER BY OWNER LEVEL TOILET PAPER HOLDER D KOHLER BY OWNER TOWEL BAR E KOHLER BY OWNER TOWEL HOOK RACK F KOHLER BY OWNER OVAL CERAMIC SINK G BY OWNER BY OWNER 2'4" x 3'6" FRAMELESS MIRROR H BY OWNER BY OWNER FRAMELESS RECESSED BATHROOM MEDICINE CABINET WITH MIRROR I BY OWNER BY OWNER 2'4" x 3'0" FRAMELESS MIRROR EQUIPMENT SCHEDULE TAG DESCRIPTION MANUFACTURER PRODUCT NUMBER E-1 FRONT LOAD WASHER / DRYER BY OWNER BY OWNER E-2 RANGE BY OWNER BY OWNER E-3 RANGE HOOD BY OWNER BY OWNER E-4 REFRIDGERATOR BY OWNER BY OWNER 1/4" = 1'-0" 1B FINISH SCHEDULE NOTES 1. PRIOR TO FABRICATION PROVIDE DRAW DOWN FOR ARCHITECTS REVIEW AND APPROVAL. 2. PROVIDE 2 COATS, SEMI-GLOSS FINISH AT ALL RESTROOMS, JANITOR CLOSETS, AND WASHER/DRYER CLOSETS. FOR ALL OTHER LOCATIONS, PROVIDE 2 COATS, EGGSHELL FINISH. 3. AT CEILINGS AND SOFFITS, PROVIDE 2 COATS, FLAT FINISH. 4. AT EXTERIOR WALLS, PROVIDE 2 COATS, FLAT FINISH, IN LAYOUT AS SHOWN IN ELEVATIONS. 5. GROUT SIZE AS INDICATED ON FINISH SCHEDULE, GROUT COLOR TO BE SELECTED BY ARCHITECT FROM MFR'S STANDARD COLORS. BASIS OF DESIGN: CUSTOM BUILDING PRODUCTS PRISM ULTIMATE PERFORMACE GROUT, OR EQUAL. 6. INSTALL AT ALL EXPOSED SURFACES. 7. MITER ALL INTERIOR AND EXTERIOR CORNERS. 8. WOOD GRAINS TO RUN VERTICAL. 9. ADHERE TO SUBSTRATE PER MANUFACTURER'S RECOMMENDED ADHESIVE. 10. INSTALL AS SHOWN IN EXTERIOR ELEVATIONS. 2 PLAN CHECK CORRECTIONS 03/14/2025 3 PLAN CHECK CORRECTIONS 04/09/2025 BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR UNLESS EXCEPTION MET. (R327.1.2) INTERIOR DOOR WIDTH (AT LEAST ONE BEDROOM DOOR AND ONE BATHROOM DOOR WITH 32" CLEAR OPENING), EFFECTIVE JULY 1, 2024 (R327.1.3) DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL HEIGHT REQUIREMENT CANNOT BE MET FOR INTEGRATED DOORBELL FEATURES, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. (R327.1.4) E BB B B B B B B B B B B 3'-0"MAX.3'-0"MAX. 3'-0"MAX. 3'-0"MAX. 3'-0"MAX. 3'-0"MAX. 3 PLAN CHECK CORRECTIONS 04/09/2025 A CONSTRUCTION AUDIT 03/24/2025 B REV. 2 PLAN CHECK 04/02/2026 B B PER PLANS 2" 2' - 1 0 " 8"4' - 4 1/4"8" DECORATIVE WOOD BRAKETS WOOD PANEL PER MANUFACTURE EQ.6" MIN.EQ. CL E A R 18 " M I N . CL E A R 18 " M I N . MIN. 3" CLR. MI N . 3" C L R . 12 " I N CONC. FOOTING REINF. PER PLAN F.G. 2 X PTDF SILL LEDGER AND CONNECTION PER STRCTURAL DRAWINGS HANGER PER STRCTURAL ANCHOR BOLT AT 16" O.C. A35 AT 16" O.C. PLYWOOD SHEATHING TREX DECKING ALIGN WITH PLYWOOD BN BN SILL NAILING SHEAR PANEL WHERE OCCURS 2 X WOOD STUD WALL 3' - 0 3/4" 11 " 1' - 1 " 2' - 0 " 1 1 / 4 " PROVIDE SOLID STUD BACKING AT THE BRACKET LOCATION, TYP CROWN COVE BASE CROWN WOOD MODEL CRN-4020 DECKING BEAM SKIRT BOARD 1-1/2" SKIRT SUPPORT BOTTOM FASTENER- COMMONLY SCREWS KEPT LEVEL ON FACE DECK TRIM HORIZONTAL BRACE FROM BACK OF SKIRT SUPPORT TO SUPPORT POST JOIST SUPPORT POST DECKING OVERHANGS FRONT FACEPLATE/ OUTSIDE JOIST THICKNESS OF TRIM FRONT FACEPLATE TOP FASTENER IN SKIRT IS BEHIND DECK TRIM SKIRT FITS BEHIND TRIM BEFORE TRIM IS INSTALLED VERTICAL DROP BLOCK HANGING OFF THE FRONT FACEPLATE AND/OR THE OUTSIDE JOIST 2' - 3 " 7 A8-1.1 2' - 3 " 1' - 9 " HINGE GATE LATCH DECK TRIM 2' - 6" 2' - 6 " GROUND LEVEL 0' -0" FIRST FLOOR 2' -3" DOOR DECK BOARD TREX ELEVATION BOX BEAM 2' - 6" PLYWOOD 2X JOIST PER STRUCTURE SUPPORT POST 2' - 6" 2' - 6 " 15 A8-1.1 ACCESS PANEL PULL HANDLE DECK TRIM 2' - 0" FASCIA BOARD SHINGLES PLYWOOD SHEATHING PLYWOOD PLASTER FINISH ROOF RAFTERS PER STRUCTURAL CEILING PER PLAN SCHEDULE WALL BLOCKING FIBER CEMENT SOFFIT BOARD 5/8" TYPE 'X' DRYWALL UNDER FASCIA HOLD INSULATION 1" OFF SHEATHING FOR AIR SPACE ROOF VENT PER ROOF PLAN 1" MIN PLASTER FINISH ROOF RAFTERS PER STRUCTURAL SHINGLES CEILING PER PLAN PLYWOOD SHEATHING SCHEDULED WALL FASCIA BOARD PLYWOOD PER PLAN 11 1/4" BLOCKING FIBER CEMENT SOFFIT BOARD 5/8" TYPE 'X' DRYWALL UNDER FASCIA 1" M I N HOLD INSULATION 1" OFF SHEATHING FOR AIR SPACE NEW R-36 INSULATION (E) BUILD UP ROOFING OVER (E) PLYWOOD NEW R-13 INSULATION TO THE EXTERIOR WALL.TYP (E) PLASTER FINISH (N) DRYWALL TO THE EXISTING WOOD STUD (E) PARAPET WALL CL E A R 18 " M I N . CL E A R 18 " M I N . 12 " I N FF 82.62' LEVEL 1 FG 80.50' GROUND LEVEL 18"X24" ACCESS PANEL TO CRAWL SPACE CRAWLSPACE VENT GRILLE - SHEET METAL OPENING WITH WIRE MESH TO PREVENT RODENT AND VERMIN INTRUSION FOR FRAMING AT FLOOR OPENING, SEE DETAIL 10/S5.50 10 MIL. VAPOR BARRIER Renewal Date LICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 05/31/25 J C32284 HOSHUAJAMESSMIT WD PROJ. # DRAWN BY: CHECKED DATE WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: REVISIONS: 23411 Yas Josh EXTERIOR DETAILS A8-1.1 PLAN CHECK -10/23/2023 PLAN CHECK - 04/19/2025 FOR CONSTRUCTION - 04/10/2025 03/18/26 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 914, 916, 918 N BEWLEY STREET SANTA ANA, CA 92703 1" = 1'-0" ENTRY CANOPY DETAIL 5 1 1/2" = 1'-0" TRANSITION - DECK FLOOR 3 1 1/2" = 1'-0" CANOPY WOOD BRACKET DETAIL 1 3" = 1'-0" ACCESS PANEL DETAIL 7 1 1/2" = 1'-0" SIDE ACCESS PANEL 2 1 1/2" = 1'-0" ACCESS PANEL - SECTION 15 1 1/2" = 1'-0" ACCESS PANEL ENLARGED PLAN 6 1" = 1'-0" ADU ROOF DETAIL 10 1 1/2" = 1'-0" ADU ROOF DETAIL 14 1 PLAN CHECK CORRECTIONS 02/18/2025 2 PLAN CHECK CORRECTIONS 03/14/2025 A CONSTRUCTION AUDIT 03/24/2025 E REV. 2 PLAN CHECK 04/02/2026 1 1/2" = 1'-0" EXISTING ROOF PARAPET 13 1 1/2" = 1'-0" UNDERFLOOR ACCESS PANEL 17 B WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S1.00 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD STRUCTURAL NOTES AND ABBREVIATIONS No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 1 . 0 0 S T R U C T U R A L N O T E S A N D A B B R E V I A T I O N S . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B STEEL COLUMN STARTING AT THIS LEVEL. WHERE NO COLUMN TYPE IS INDICATED, COLUMN CONTINUES FROM LEVEL BELOW.W8x45 HSS6 x 6 x 3 / 8 HD1 HOLDOWN ANCHOR TYPE AS NOTEDHD9 SHEAR WALL PANEL, HOLDOWN TYPE, AND MINIMUM LENGTH AT THIS LEVEL PER TYPICAL SHEAR WALL ELEVATION A 10' SYMBOL DESCRIPTION PLAN SYMBOLS W12x25 BEAM SIZE AND SPAN B1 BEAM SPAN, SIZE PER SCHEDULE OPENINGS IN FLOOR OR ROOF PER ARCHITECTURAL OR MECHANICAL DRAWINGS 2x12 RJ1 WOOD JOIST FRAMING SPAN, SIZE PER PLAN OR APPLICABLE SCHEDULE FJ1 TOP OF PLYWOOD SHEATHING TOS 21'-0" SEISMIC/ WIND DRAG STRAP 6x6 WOOD POST STARTING AT THIS LEVEL PER POST SCHEDULE WOOD HEADER, SIZE PER SCHEDULE SYMBOL DESCRIPTION PLAN SYMBOLS SYMBOLS #POUND, NUMBER, QUANTITY @ AT <LESS THAN >GREATER THAN ±PLUS OR MINUS °DEGREE Ø DIAMETER ABBREVIATIONS AB ANCHOR BOLT ADDL ADDITIONAL ANCH ANCHOR, ANCHORAGE APPROX APPROXIMATE, APPROXIMATELY ARCH ARCHITECT, ARCHITECTURAL BLDG BUILDING BLKG BLOCKING, BLOCK BM BEAM BN BOUNDARY NAIL BOT BOTTOM BS BOUNDARY SCREW CALCS CALCULATIONS CANT CANTILEVER CG CENTER OF GRAVITY CIP CAST IN PLACE CL CENTERLINE CLR CLEAR, CLEARANCE CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECT, CONNECTION CONT CONTINUOUS CJP COMPLETE JOINT PENETRATION D PENNY (NAIL SIZE) DBL DOUBLE DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DIST DISTANCE DO DITTO DWG DRAWING (E)EXISTING EA EACH EF EACH FACE ELEC ELECTRICAL ELEV ELEVATION, ELEVATOR EMB EMBED, EMBEDDED, EMBEDMENT EMBED EMBED, EMBEDDED, EMBEDMENT EN EDGE NAIL EQ EQUAL EQUIP EQUIPMENT ES EDGE SCREW, EACH SIDE EW EACH WAY FDN FOUNDATION FIN FINISH FLR FLOOR FN FIELD NAIL F/O FACE OF FS FIELD SCREW FTG FOOTING GA GAUGE GALV GALVANIZE GLB GLUED-LAMINATED BEAM GR GRADE HD HOLDOWN HDR HEADER HEX HEXAGONAL HT HEIGHT HORIZ HORIZONTAL I/F INSIDE FACE INFO INFORMATION INSP INSPECTION JST JOIST JT JOINT K KIPS (1000#) KB-TZ2 HILTI KWIK BOLT TZ2 (ANCHOR) LBS POUNDS LD DEVELOPMENT LENGTH LDH HOOK DEVELOPMENT LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOCS LOCATIONS LONG LONGITUDINAL LS LAP SPLICE LENGTH LVL LAMINATED VENEER LUMBER LTWT LIGHT-WEIGHT LWT LIGHT-WEIGHT MANUF MANUFACTURER MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MHP MHP STRUCTURAL ENGINEERS MIN MINIMUM MISC MISCELLANEOUS (N)NEW N/A NOT APPLICABLE NTS NOT TO SCALE NWT NORMAL-WEIGHT O/F OUTSIDE FACE OC ON CENTER OH OPPOSITE HAND OP OPERATING OPER OPERATING OPP OPPOSITE, OPPOSITE HAND PARA PARALLEL PERP PERPENDICULAR PL PLATE, PROPERTY LINE PLY PLYWOOD PJP PARTIAL JOINT PENETRATION PSL PARALLAM PT POST-TENSIONED (CONCRETE) PT PRESSURE-TREATED (WOOD) QTY QUANTITY R RADIUS RAD RADIUS REF REFER TO, REFERENCE REINF REINFORCING REQD REQUIRE, REQUIRED SCHED SCHEDULE SECT SECTION SEOR STRUCTURAL ENGINEER OF RECORD SHT SHEET SHTG SHEATHING SIM SIMILAR SIMP SIMPSON STRONG-TIE COMPANY SMS SHEET METAL SCREW SOG SLAB-ON-GRADE SQ SQUARE STAGG STAGGER STD STANDARD STIFF STIFFEN, STIFFENER STIRR STIRRUP STRUC STRUCTURAL SW SHEAR WALL SYM SYMMETRICAL T&B TOP & BOTTOM TBD TO BE DETERMINED THK THICK, THICKNESS THRU THROUGH TN TOE NAIL T/O TOP OF TRANS TRANSVERSE TS TUBE STEEL TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/WITH W/O WITHOUT WP WORK POINT WT WEIGHT STRUCTURAL STEEL SHAPES CX STANDARD CHANNEL HSS HOLLOW STRUCTURAL SECTIONS LX ANGLE MCX MISCELLANEOUS CHANNEL STD PIPE STANDARD PIPE (SCHED 40) WTX, STX STRUCTURAL TEES WX W SHAPES X-STRG EXTRA STRONG PIPE XX-STRG DBL EXTRA STRONG PIPE ABBREVIATIONS: CODES/INSTITUTIONS/ASSOCIATIONS ACI AMERICAN CONCRETE INSTITUTE AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS) AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE APA-EWA APA-ENGINEERED WOOD ASSOCIATION ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY CBC CALIFORNIA BUILDING CODE CRSI CONCRETE REINFORCING STEEL INSTITUTE DSA DIVISION OF THE STATE ARCHITECT HCAI DEPARTMENT OF HEALTH CARE ACCESS AND INFORMATION IBC INTERNATIONAL BUILDING CODE NDS NATIONAL DESIGN SPECIFICATIONS SDI STEEL DECK INSTITUTE SJI STEEL JOIST INSTITUTE SSMA STEEL STUD MANUFACTURERS ASSOCIATION GENERAL STRUCTURAL NOTES: 1.DESIGN CRITERIA: THE FOLLOWING DESIGN PARAMETERS HAVE BEEN USED IN THE DESIGN OF THE STRUCTURAL, AND WHERE APPLICABLE, NON-STRUCTURAL SYSTEMS REPRESENTED IN THESE STRUCTURAL DRAWINGS. A.CODE OF RECORD: 2022 EDITION, CALIFORNIA BUILDING CODE B.AUTHORITY HAVING JURISDICTION:CITY OF ORANGE (REFERENCE TO THE “AUTHORITY HAVING JURISDICTION” OR “GOVERNING AGENCY” THROUGHOUT THESE STRUCTURAL DRAWINGS SHALL BE CONSIDERED TO BE THE AUTHORITY LISTED ABOVE.) C.DESIGN LOADS (VERTICAL/GRAVITY): ·ROOF:DL: 15 PSF LL: 20 PSF ·STAIR:DL: 10 PSF LL: 60 PSF THESE LOAD VALUES REPRESENT THE ANTICIPATED DEAD LOADS AND ALLOWABLE SUPERIMPOSED LIVE LOADS FOR WHICH THE STRUCTURE HAS BEEN DESIGNED, ASSUMING THE NOTED MATERIALS STRENGTHS ARE ACHIEVED AND THE STRUCTURE HAS BEEN FULLY ERECTED AND SECURED. MINOR ADJUSTMENTS MAY HAVE BEEN USED FOR SPECIAL DESIGN CASES WHERE MORE REFINED VALUES ARE REQUIRED. D.BUILDING RISK CATEGORY: ·MAIN BUILDING: II E.WIND DESIGN PARAMETERS: ·ULTIMATE (LFRD) DESIGN WIND SPEED (V 3 SEC. GUST):95 MPH ·WIND DIRECTIONALITY FACTOR, (KD):1.0 ·EXPOSURE CATEGORY:B ·TOPOGRAPHIC FACTOR, (KZT):1.0 ·GUST EFFECT FACTOR:0.85 ·ENCLOSURE CLASSIFICATION:ENCLOSED ·INTERNAL PRESSURE COEFFICIENT, (GCPI):+/- 0.18 ·ULTIMATE DESIGN WIND PRESSURE: §MWFRS: 18 PSF F.SEISMIC DESIGN PARAMETERS: ·SEISMIC SITE CLASS:D (DEFAULT) ·SITE COEFFICIENTS, SPECTRAL ACCELERATION PARAMETERS: §SS: 1.324 §S1: 0.471 ·DESIGN SPECTRAL ACCELERATION PARAMETERS: §SDS: 1.059 §SD1: 0.574 ·SEISMIC IMPORTANCE FACTOR:1.0 ·SEISMIC DESIGN CATEGORY:D MAIN BUILDING G.SEISMIC DESIGN PARAMETERS: ·BASIC SEISMIC FORCE-RESISTING SYSTEM:LIGHT-FRAME SHEARWALLS WITH STRUCTURAL RATED PLYWOOD PANELS ·RESPONSE MODIFICATION COEFFICIENT, (R):6.5 ·OVER-STRENGTH FACTOR, (Ω0):3 ·DEFLECTION AMPLIFICATION FACTOR, (CD): 4 ·ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE ·SEISMIC BASE SHEAR COEFFICIENT, (CS, I.E. %G):0.163 2.ASTM DESIGNATIONS, ICC REPORT REFERENCES, AND ALL STANDARDS AND REFERENCED DOCUMENTS SHALL REFER TO THE LATEST EDITIONS AND/OR AMENDMENTS AS ADOPTED BY THE CODE OF RECORD. 3.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE PROJECT. WHERE SPECIFIC DETAILS ARE NOT PROVIDED, THE GENERAL NOTES AND TYPICAL DETAILS SHALL GOVERN. HOWEVER, WHEN A SPECIFIC DETAIL OR NOTE HAS BEEN PROVIDED, REFERENCED OR CALLED OUT ON PLAN, THAT DETAIL OR NOTE SHALL GOVERN FOR THE SPECIFIC CASE. IN ADDITION, WHEN A DETAIL IS REFERENCED AS SIMILAR (SIM) TO A SPECIFIC DETAIL, OR WHEN IT CAN BE REASONABLY INFERRED THAT A SITUATION IS SIMILAR TO A SPECIFIC DETAIL, THAT SPECIFIC DETAIL SHALL BE ASSUMED TO APPLY UNTIL OTHERWISE DIRECTED BY THE ENGINEER OF RECORD. 4.THESE STRUCTURAL DRAWINGS ARE AN INTEGRAL PART OF, AND RELIANT ON, INFORMATION CONTAINED WITHIN THE ENTIRE SET OF CONSTRUCTION DOCUMENTS PREPARED FOR THE PROJECT. AS SUCH, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS TO REVIEW AND COORDINATE INFORMATION CONTAINED IN THE CIVIL/ARCH/M/E/P AND SPECIALTY CONSULTANT DRAWINGS AND SPECIFICATIONS TO ENSURE A FULL UNDERSTANDING OF THE PROJECT REQUIREMENTS. ANY OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER AND THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED WORK UNTIL CLARIFICATION AND/OR DIRECTION HAS BEEN GIVEN. 5.PRIOR TO STARTING WORK ON THE PROJECT AND/OR ON A SPECIFIC AREA OF THE PROJECT, THE CONTRACTOR SHALL CHECK ALL DIMENSIONS. DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE COORDINATED FROM THE ARCHITECTURAL AND OTHER CONSULTANT DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, THE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE NOTIFIED AND THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED WORK UNTIL DIRECTION HAS BEEN PROVIDED. WRITTEN DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON THE PLANS. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES. THE ARCHITECTURAL AND MEP DRAWINGS SHALL BE USED FOR THE SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS SPECIFICALLY CONTROLLED BY THE STRUCTURAL DRAWINGS), INTERIOR NON-BEARING PARTITIONS, CONCRETE CURBS, SLOPES, DEPRESSIONS, CHANGES IN LEVEL, FINISHES, CHAMFERS OR GROOVES, FLOOR AND ROOF DRAINS, INSERTS, SLEEVES, PIPES, CONDUITS AND OTHER NON-STRUCTURAL ITEMS. 7.UNLESS SPECIFICALLY NOTED ON THE STRUCTURAL PLANS OR REFERENCED DETAILS, DO NOT PLACE MECHANICAL, ELECTRICAL (INCLUDING LOW-VOLTAGE AV), AND PLUMBING (MEP) SLEEVES, PIPES, INSERTS OR CONDUIT IN OR THROUGH STRUCTURAL MEMBERS, REGARDLESS OF MATERIAL, WITHOUT PRIOR APPROVAL AND DIRECTION BY THE STRUCTURAL ENGINEER. EXCEPT AS SPECIFICALLY SHOWN ON PLAN, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEAR WALL, STRUCTURAL SLAB, GRADE BEAM, BRACE, ETC.) SHALL BE CUT, DRILLED, OR NOTCHED WITHOUT PRIOR AUTHORIZATION AND DIRECTION FROM THE STRUCTURAL ENGINEER AND AUTHORITY HAVING JURISDICTION. 8.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE THE ACTUAL CONDITIONS VARY FROM THAT SHOWN IN THESE DRAWINGS, THEY SHALL BE REPORTED TO THE ARCHITECT AND STRUCTURAL ENGINEER SO THAT PROPER CLARIFICATION OR REVISION MAY BE MADE. THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED WORK UNTIL CLARIFICATION AND/OR DIRECTION HAS BEEN GIVEN. 9.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS SPECIFICALLY NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING, AND LAY DOWN OF MATERIALS. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DETERMINATION OF LOADS AND EVALUATION OF THE LOADING EFFECTS ON THE STRUCTURE FROM TEMPORARY CONSTRUCTION CONDITIONS, INCLUDING FROM EQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., FROM HORIZONTAL WIND AND SEISMIC FORCES IMPOSED DURING THE CONSTRUCTION SCHEDULE, ALONG THE PATH-OF-TRAVEL FOR MOVING PERMANENT EQUIPMENT TO ITS FINAL LOCATION, AND FROM TEMPORARY LOADING THAT MAY OCCUR DURING EQUIPMENT INSTALLATION. THE CONTRACTOR MAY USE THE “DESIGN LOADS” INFORMATION PROVIDED IN NOTE #1 ABOVE WHEN CONSIDERING TEMPORARY CONSTRUCTION LOADING CONDITIONS ON A COMPLETED RAISED FLOOR OR ROOF SYSTEM. 11.OBSERVATION VISITS TO THE SITE BY REPRESENTATIVES OF THE STRUCTURAL ENGINEER SHALL NOT BE DEEMED TO INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR OF THE CONSTRUCTION PROCEDURES. OBSERVATION VISITS AND CONSTRUCTION SUPPORT SERVICES ARE PROVIDED BY THE STRUCTURAL ENGINEER OR HIS/HER REPRESENTATIVE SOLELY FOR THE PURPOSE OF ASSISTING THE OWNER IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH THE CONTRACT DOCUMENTS. THESE SUPPORT SERVICES SHALL NOT BE DEEMED TO PROVIDE A GUARANTEE OF THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUCTED AS ACCEPTANCE OR SUPERVISION OF CONSTRUCTION. 12.SUBMITTALS: A.SHOP DRAWINGS AND SUBMITTALS, INCLUDING CONCRETE MIX DESIGNS, REQUIRED BY THE SPECIFICATIONS AND/OR THESE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OR USE. A SCHEDULE FOR THE RELEASE OF SHOP DRAWINGS AND SUBMITTALS SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO THE FIRST SUBMITTAL. THIS SUBMITTAL SCHEDULE SHALL PROPORTION THE NUMBER OF SHOP DRAWINGS TO BE REVIEWED IN EACH SUBMITTAL TO ALLOW SUFFICIENT TIME AS DEEMED REASONABLE IN THE PROFESSIONAL JUDGMENT OF THE ARCHITECT AND STRUCTURAL ENGINEER TO PERMIT ADEQUATE REVIEW. MHP WILL COORDINATE WITH THE ARCHITECT AND/OR CONTRACTOR TO ENSURE THAT THE SUBMITTAL SCHEDULE PRIORITIZES THE REVIEW IN A MANNER CONSISTENT WITH THE ANTICIPATED CONSTRUCTION SEQUENCE. SHOP DRAWINGS AND SUBMITTALS SHALL REFERENCE THE LATEST REVISION OF EACH STRUCTURAL DESIGN DRAWING USED FROM WHICH TO DETAIL. SHOP DRAWINGS AND/OR SUBMITTALS THAT DO NOT IDENTIFY THE LATEST REVISION OF THE STRUCTURAL DRAWINGS AND/OR DO NOT REFERENCE THE AGENCY APPROVED CONSTRUCTION DOCUMENTS SHALL BE RETURNED FOR THE DETAILER TO UPDATE AND RESUBMIT. PARTIALLY COMPLETE SHOP DRAWINGS AND SHOP DRAWINGS COMPLETED WITHOUT INCORPORATING THE INFORMATION PROVIDED IN RESPONSE TO REQUESTS FOR INFORMATION (RFI/RFC) MAY BE RETURNED (AT MHP'S SOLE DISCRETION) FOR UPDATING IF IT IS DETERMINED THAT SUCH INFORMATION WAS PROVIDED IN A TIMELY MANNER PRIOR TO THE RELEASE OF THE SHOP DRAWING SUBMITTAL. IF A SUBMITTAL MUST BE REVISED, IT SHALL IDENTIFY EACH REVISION AND/OR ADDITION TO EACH SHOP DRAWING BY CLOUDING OR OTHER MEANS. B.SUBMITTALS, INCLUDING SHOP DRAWINGS, DEFERRED APPROVAL ITEMS, AND RFI/RFCS, WILL NOT BE ACCEPTED BY MHP DIRECTLY FROM THE PROJECT SUB-CONTRACTORS. SUBMITTALS WILL BE ACCEPTED FROM THE OWNER'S AUTHORIZED CONTRACT ADMINISTRATOR (I.E. GENERAL CONTRACTOR, CONSTRUCTION MANAGER, OR ARCHITECT) ONLY AFTER THEY HAVE BEEN CONFIRMED TO COMPLY WITH CONTRACT SUBMITTAL REQUIREMENTS AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE OWNER'S AUTHORIZED CONTRACT ADMINISTRATOR SHALL COORDINATE AND VERIFY COMPLIANCE WITH THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS REGARDING DISTRIBUTION OF THE SUBMITTALS TO AND THROUGH THE ARCHITECT'S OFFICE. C.SUBMITTALS FOR DEFERRED APPROVAL ITEMS, SUCH AS (BUT NOT LIMITED TO) ELEVATORS AND CURTAIN WALLS, SHALL INCLUDE CALCULATIONS, DETAILED PLANS AND SPECIFICATIONS FOR ALL ELEMENTS OF THE DEFERRED SYSTEM INCLUDING, BUT NOT LIMITED TO, MEMBERS, SUPPORTING BRACKETS OR ATTACHMENTS, AND ANCHORAGE. DEFERRED APPROVAL ITEM SUBMITTALS SHALL BE ISSUED TO THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND VERIFICATION THAT THE PROPOSED SYSTEM DOES NOT NEGATIVELY IMPACT NOR SUBSTANTIALLY CHANGE THE STRUCTURAL LOADS AND SUPPORT CONDITIONS FOR WHICH THE BASE STRUCTURE WAS DESIGNED WITH ADEQUATE TIME TO ALLOW ANY REQUIRED CHANGES TO BE MADE BEFORE FORMAL SUBMITTAL TO THE GOVERNING AGENCY. FOLLOWING VERIFICATION BY THE SEOR AND ARCHITECT, THE MANUFACTURER OR CONTRACTOR SHALL SUBMIT THE CALCULATIONS, DETAILED PLANS, AND SPECIFICATIONS, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE, TO THE GOVERNING AGENCY FOR APPROVAL. INSTALLATION OF DEFERRED ITEM ELEMENTS, SUCH AS GUIDE RAILS, MULLIONS, SUPPORTING BRACKETS, AND/OR ITEMS CONTINGENT ON THE DEFERRED SUBMITTAL SHALL NOT BE STARTED UNTIL THE DETAILED PLANS AND SPECIFICATIONS HAVE BEEN APPROVED BY THE GOVERNING AGENCY. D.WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED WITHIN THE CONSTRUCTION DOCUMENTS BY THE USE OF THE WORDS “ACCEPTED ALTERNATES”, “ALTERNATIVE PRODUCTS/SUPPLIERS”, ETC. OR “OR APPROVED EQUAL”, A FORMAL SUBSTITUTION REQUEST SHALL BE SUBMITTED BY THE GENERAL CONTRACTOR. THE FORMAL SUBSTITUTION REQUEST SHALL CLEARLY IDENTIFY THE ORIGINAL PRODUCT AND THE REQUESTED SUBSTITUTE PRODUCT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE REQUESTED SUBSTITUTION IS “EQUAL” TO, OR BETTER THAN, THE ORIGINAL PRODUCT FOR ALL CONSIDERATIONS SUCH AS, BUT NOT NECESSARILY LIMITED TO, STRENGTH, PERFORMANCE, AND INSTALLATION VARIABLES, INCLUDING SCHEDULE. SUCH VERIFICATION SHALL BE CLEARLY OUTLINED IN THE FORMAL SUBMITTAL AS A TABULAR COMPARISON BETWEEN THE ORIGINAL PRODUCT CRITERIA AND THE REQUESTED SUBSTITUTE'S PRODUCT CRITERIA. APPROVAL OF THE SUBSTITUTION REQUEST SHALL BE OBTAINED FROM THE ARCHITECT, STRUCTURAL ENGINEER OF RECORD AND, IF NECESSARY, THE GOVERNING AGENCY, PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR PRODUCT. FOUNDATIONS: 1.RECOMMENDATIONS CONTAINED IN THE PROJECT GEOTECHNICAL/SOILS REPORT AS LISTED BELOW WERE USED FOR THE STRUCTURAL DESIGN OF FOUNDATIONS AND EARTH RETAINING ELEMENTS CONTAINED HEREIN. IF IT IS DETERMINED THAT ANY OF THE RECOMMENDATIONS IN THE PROJECT REPORT AFFECTING CONSTRUCTION WILL NOT BE FOLLOWED, A FORMAL CHANGE ORDER SHALL BE PREPARED WITH ADEQUATE TIME FOR PROCESSING APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD, THE GEOTECHNICAL ENGINEER AND THE GOVERNING AGENCY. MHP ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THE RECOMMENDATIONS CONTAINED WITHIN THE PROJECT REPORT. A.REPORT TITLE:PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED ACCESSORY DWELLING UNIT (ADU) & ASSOCIATED IMPROVEMENTS B.REPORT OR PROJECT NUMBER:NO. 224104-101 C.PREPARED BY:P.A. & ASSOCIATES, INC. D.DATED:MAY 14, 2024 2.THE FOLLOWING DESIGN PARAMETERS WERE USED AS THE BASIS FOR ALLOWABLE FOUNDATION LOADS AND SOIL PRESSURES: A.ALLOWABLE SOIL BEARING PRESSURES: §SPREAD/ISOLATED FOOTINGS: 1,500 PSF §CONTINUOUS FOOTINGS: 1,500 PSF B.RETAINED EARTH PRESSURES: §EQUIVALENT FLUID PRESSURE (ACTIVE):45 PCF §EQUIVALENT FLUID PRESSURE (AT REST):45 PCF C.RESISTANCE TO SLIDING: §FRICTION COEFFICIENT:0.25 x DEAD LOAD §COHESION:300 PCF §PASSIVE PRESSURE:100 PCF §FOR LOAD COMBINATIONS INCLUDING WIND OR SEISMIC, ONE-THIRD (1/3) INCREASE ON PASSIVE PRESSURE IS ALLOWED. 3.ALL SITE FILL AND BACKFILL SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, IF APPLICABLE, AND ASTM TEST METHOD D-1557. FLOODING IS NOT PERMITTED AND SHALL NOT BE USED FOR COMPACTION PURPOSES. 4.ALL FILL AND BACKFILL EXTENTS AND MATERIAL SHALL BE APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER. 5.ALL FOUNDATION EXCAVATIONS SHALL BE APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO INSTALLATION OF REINFORCING OR OTHER ELEMENTS WHICH MAKE THE EXCAVATIONS INACCESSIBLE FOR ANY CORRECTIVE WORK DEEMED NECESSARY FOR APPROVAL. 6.WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN TO AVOID DRYING OUT UNDERLYING NATURAL SOILS. 7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SEQUENCING AND SHORING, ETC., NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION AND FORMING AND PLACEMENT OF CONCRETE. CARE SHALL BE TAKEN TO AVOID DISTURBING SOILS AROUND AND/OR SUPPORTING EXISTING FOUNDATIONS AND UTILITIES. 8.SEE SPECIAL INSPECTION GENERAL NOTES FOR INSPECTION REQUIREMENTS. REINFORCING STEEL: 1.DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL CONFORM TO STANDARDS AND RECOMMENDATIONS CONTAINED WITHIN THE CRSI “MANUAL OF STANDARD PRACTICE”. DETAILING FABRICATION AND PLACING OF WELDED WIRE REINFORCING SHALL CONFORM TO THE STANDARDS AND RECOMMENDATIONS CONTAINED WITHIN THE WRI “MANUAL OF STANDARD PRACTICE - STRUCTURAL WELDED WIRE REINFORCEMENT”. 2.REINFORCING BARS (REBAR), STEEL WELDED WIRE REINFORCING (WWR), AND TIE WIRE USED TO SECURE REBAR AND WWR SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS, UNO: A.REINFORCING, (ALL BAR SIZES, UNO):ASTM A-615, GR 60 B.REINFORCING BARS TO BE WELDED (ALL BAR SIZES UNO):ASTM A-706, GR 60 C.WELD WIRE REINFORCING: ASTM A-1064 D.TIE WIRE: ASTM A-82 3.ALL REINFORCING STEEL SHALL BE BENT COLD. GRADE 60 BARS MAY ONLY BE BENT ONCE, STRAIGHTENING AND/OR RE-BENDING IS NOT ALLOWED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SEQUENCE PLACEMENT OF REINFORCING SUCH THAT INCIDENTAL BENDING DOES NOT OCCUR. 4.PRIOR TO PLACING CONCRETE; REINFORCING STEEL, INCLUDING WWR, AND OTHER EMBEDDED ITEMS SHALL BE WELL-SECURED IN POSITION AND SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND. WHERE TWO LAYERS OF REINFORCING STEEL ARE REQUIRED (I.E. FOOTING PADS OR SLABS) PROVIDE APPROPRIATE CHAIRS TIED TO AND SUPPORTED BY LOWER MAT OF REINFORCING TO SUPPORT THE UPPER MAT OF REINFORCING. “HOOK AND PULL” METHODS SHALL NOT BE ALLOWED. 5.CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BAR. MINIMUM COVER FOR CAST IN PLACE CONCRETE SHALL BE AS FOLLOWS: A.CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND: ·ALL MEMBERS, ALL REINFORCEMENT: 3” B.EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: ·ALL MEMBERS, #6 THROUGH #18 BARS: 2” ·ALL MEMBERS, #5, W31 OR D31 WIRE AND SMALLER 1 1/2” C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: ·SLABS, JOISTS, WALLS; #14 AND #18 BARS:1 1/2” ·SLABS, JOISTS, WALLS; #11 BARS AND SMALLER: 3/4” ·BEAMS, COLUMNS; PRIMARY REINF, STIRRUPS, TIES, SPIRALS AND HOOPS:1 1/2” 6.MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A SINGLE LAYER SHALL NOT BE LESS THAN 1 1/2”, 4/3 TIMES LARGEST AGGREGATE, 1 1/2 TIMES DIAMETER OF THE LARGER BAR, WHICHEVER IS GREATER. WHERE PARALLEL REINFORCING IS PLACED IN TWO OR MORE LAYERS, BARS IN THE UPPER LAYERS SHALL BE PLACED DIRECTLY ABOVE THE BARS IN LOWER LAYERS WITH NOT LESS THAN 1” CLEAR SPACE BETWEEN LAYERS. 7.DEVELOPMENT AND LAP SPLICE LENGTHS FOR REINFORCING STEEL AND WELDED WIRE REINFORCING SHALL BE AS NOTED ON PLANS AND DETAILS CONTAINED THEREIN. WHERE SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED, SPLICES SHALL BE STAGGERED A MINIMUM OF ONE (1) LAP LENGTH. WHERE SPECIFIC LAP LENGTH REQUIREMENTS ARE NOT SPECIFICALLY SHOW ON PLANS, THE FOLLOWING MINIMUM LENGTHS SHALL BE USED: A.REBAR IN CONCRETE: SEE TYPICAL DETAILS B.REBAR IN MASONRY: SEE TYPICAL DETAILS C.WWR IN CONCRETE: 1 1/2 X WIRE GRID SPACES (9” MIN) 8.COMPLETE REINFORCING PLACEMENT DRAWINGS (SHOP DRAWINGS) SHALL BE PREPARED IN ACCORDANCE WITH ACI 315 AND SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. APPROVED SHOP DRAWINGS SHALL BE MADE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE. SEE SUBMITTALS SECTION OF THE STRUCTURAL NOTES FOR ADDITIONAL INFORMATION AND REQUIREMENTS. 9.CONTRACTOR SHALL SCHEDULE SPECIAL INSPECTIONS SO THAT BAR SIZE, SPACING, LAP SPLICE AND EMBEDMENT LENGTH OF REINFORCING BARS, AND THE LOCATION OF CONDUIT, SLEEVES AND EMBEDDED ITEMS, MAY BE CORRECTED, IF NECESSARY, PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL AND/OR PLACEMENT OF CONCRETE. CONCRETE: 1.ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE (ACI), “ACI MANUAL OF CONCRETE PRACTICE” CURRENT EDITION, “SPECIFICATIONS FOR STRUCTURAL CONCRETE” (ACI 301), AND BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318). 2.WHEN SPECIFIED FOR USE, NORMAL WEIGHT (NWT) CONCRETE SHALL HAVE A DRY UNIT WEIGHT OF 150 ± 3 PCF. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. 3.CEMENT SHALL CONFORM TO PORTLAND CEMENT ASTM C-150 (TYPE II) UNLESS NOTED OTHERWISE. WHEN USED IN THE CONCRETE MIX, FLY ASH SHALL CONFORM TO ASTM C618 CLASS F OR N. 4.MIXING WATER SHALL CONFORM TO ASTM C1602. 5.ADMIXTURES SHALL CONFORM TO THE FOLLOWING: A.WATER REDUCTION AND SETTING TIME MODIFICATION:ASTM C494 B.PRODUCING FLOWING CONCRETE:ASTM C1017 C.AIR ENTRAINMENT:ASTM C260 D.INHIBITING CHLORIDE-INDUCED CORROSION:ASTM C1582 6.ALL NON-SHRINK GROUT SHALL CONFORM TO ASTM C1107/C1107M AND SHALL BE PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE, CEMENT AND WATER-REDUCING AND PLASTICIZING AGENTS. A.MINIMUM COMPRESSIVE STRENGTH AT 48 HOURS: 2,000 PSI B.MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 7,000 PSI 7.CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS AND SHALL MEET THE OTHER REQUIREMENTS INDICATED BELOW: A.FOOTINGS:4,500 PSI, NWT, 1 1/2” AGGREGATE, 0.45 W/C B.SLABS ON GRADE:4,500 PSI, NWT, 1” AGGREGATE, 0.45 W/C C.ALL OTHER CONCRETE:4,500 PSI, NWT, 1” AGGREGATE, 0.45 W/C 8.MAXIMUM SLUMP FOR CONCRETE MIXES SHALL BE 5” TYPICALLY AND 4” FOR ALL FLATWORK, WHETHER ON GRADE OR ELEVATED, EXCEPT WHEN A HIGH RANGE WATER REDUCING ADMIXTURE IS SPECIFIED FOR USE IN THE CONCRETE MIX DESIGN, SLUMP SHALL BE A MAXIMUM OF 9”. 9.CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LAB AND A REGISTERED CIVIL ENGINEER AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW. CONCRETE MIX DESIGN SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE LICENSED ENGINEER RESPONSIBLE FOR THE MIX DESIGN. 10.WHEN USED, AIR ENTRAINMENT SHALL NOT BE MORE THAN 5%. 11.ALL FURNISHED CONCRETE MIX DESIGNS SHALL REFLECT PROVEN CONCRETE SHRINKAGE CHARACTERISTICS OF 0.0004 IN/IN (0.04%) FINAL SHRINKAGE STRAIN OR LESS AT ALL SLABS (INCLUDING TOPPING SLABS WHERE THEY OCCUR), AND 0.0006 IN/IN (0.06%) FINAL SHRINKAGE STRAIN OR LESS AT OTHER CONCRETE ELEMENTS, AS DETERMINED IN ACCORDANCE WITH ASTM C157. 12.CONCRETE SHALL BE CONVEYED TO FINAL LOCATION BY METHODS THAT PREVENT SEGREGATION OR LOSS OF CONSTITUENTS AND ENSURE THE REQUIRED CONCRETE QUALITY. 13.WATER SHALL NOT BE ADDED TO CONCRETE AT THE SITE. 14.LOCATE CONSTRUCTION AND/OR CONTROL JOINTS AS INDICATED IN CONTRACT DOCUMENTS AND/OR SUBMIT INFORMATION FOR ACCEPTANCE OF PROPOSED LOCATION AND TREATMENT OF JOINTS NOT INDICATED IN CONTRACT DOCUMENTS. 15.ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4” AMPLITUDE, THOROUGHLY CLEANED AND ALL LAITANCE REMOVED. LONGITUDINAL KEYWAYS, 1 1/2” DEEP, SHALL BE USED WHERE INDICATED IN THE CONTRACT DOCUMENTS. ALL JOINTS SHALL BE THOROUGHLY DAMPENED, BUT WITHOUT STANDING WATER, IMMEDIATELY BEFORE PLACING NEW CONCRETE. 16.THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR COORDINATING WITH ALL TRADES TO VERIFY THE LOCATION OF ALL ITEMS SUCH AS, BUT NOT LIMITED TO, SLEEVES, ANCHORS, ANCHOR BOLTS, CONDUITS, EMBED PLATES ETC. TO BE INSTALLED WITHIN CONCRETE ELEMENTS. EMBEDDED ITEMS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DRAWINGS SHALL BE LOCATED BY THE TRADES/SUB-CONTRACTORS INVOLVED, AND SHALL BE REVIEWED BY THE SEOR PRIOR TO PLACEMENT OF CONCRETE. IN COORDINATING THE LOCATION OF EMBEDDED ITEMS NOT OTHERWISE LOCATED IN THE STRUCTURAL DRAWINGS, PRIORITY SHALL BE GIVEN TO MAINTAIN SPACING AND CONTINUITY OF ALL REINFORCING. EMBEDDED ITEMS SHALL BE WELL DISTRIBUTED TO AVOID CLUSTERING IN SUCH A MANNER AS TO REQUIRE CUTTING OR RELOCATION OF REINFORCING STEEL. 17.UNLESS OTHERWISE NOTED, BOLTS EMBEDDED IN CONCRETE SHALL BE ASTM F-1554 GR 36. ALL EMBEDDED ANCHOR BOLTS SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. 18.UNLESS OTHERWISE NOTED, A 3/4” CHAMFER SHALL BE PROVIDED AT EXPOSED EDGES OF CONCRETE BEAMS AND COLUMNS. 19.PRIOR TO PLACING CONCRETE, ALL EMBEDDED ITEMS, INCLUDING REINFORCING STEEL, SHALL BE WELL SECURED IN POSITION. CONCRETE SHALL NOT BE POURED UNTIL ALL FORMS AND REINFORCING HAVE BEEN INSPECTED, ALL PREPARATIONS FOR THE PLACEMENT HAVE BEEN COMPLETED, AND THE PREPARATIONS HAVE BEEN REVIEWED BY THE PROJECT INSPECTOR. 20.ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED AT THE JOB SITE AT ANY ONE TIME. 21.CONCRETE TO BE PLACED DURING COLD WEATHER SHALL COMPLY WITH ACI 306R, “GUIDE TO COLD WEATHER CONCRETING” AND ACI 306.1, “STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING”. 22.CONCRETE TO BE PLACED DURING HOT WEATHER SHALL COMPLY WITH ACI 305R, “GUIDE TO HOT WEATHER CONCRETING” AND ACI 305.1, “STANDARD SPECIFICATION FOR HOT WEATHER CONCRETING”. 23.CONCRETE SHALL BE MAINTAINED IN A CONTINUOUSLY MOIST CONDITION ABOVE 50F FOR A MINIMUM OF SEVEN (7) DAYS AFTER PLACEMENT. THE 7-DAY REQUIREMENT MAY BE REDUCED TO 3 DAYS FOR HIGH-EARLY-STRENGTH CONCRETE. ALTERNATE ACCELERATED CURING METHODS MAY BE APPROVED BY THE SEOR IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 24.THE CONTRACTOR SHALL DEVELOP A PROCEDURE AND SCHEDULE FOR REMOVAL OF SHORES AND INSTALLATION OF RE-SHORES, AS REQUIRED. NO CONSTRUCTION LOADS SHALL BE SUPPORTED ON, NOR ANY SHORING REMOVED FROM, ANY PART OF THE ELEVATED STRUCTURE UNDER CONSTRUCTION EXCEPT WHEN THE CONTRACTOR'S ANALYSIS, PROCEDURES AND SCHEDULE INDICATE THAT THE SUBJECT PART OF THE STRUCTURE HAS SUFFICIENT STRENGTH AND STIFFNESS TO SUPPORT ITS WEIGHT AND LOAD PLACED THEREON WITHOUT ADVERSE EFFECT. AT A MINIMUM, ALL ELEVATED STRUCTURAL MEMBERS SHALL BE SHORED UNTIL CONCRETE HAS REACHED DESIGN STRENGTH AND ORIGINAL SHORING OR RE-SHORING SHALL REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS. 25.FOOTINGS SUPPORTING BUILDING LOADS, CONSISTING OF COLUMN OR WALL SELF-WEIGHT, FORMWORK AND/OR REINFORCING STEEL, SHALL NOT BE FURTHER LOADED UNTIL THE FOOTING CONCRETE REACHES DESIGN STRENGTH AND THE CONCRETE HAS CURED FOR A MINIMUM OF 7 DAYS. 26.ALL CONCRETE SHALL BE TESTED AND INSPECTED AS REQUIRED PER THE SPECIAL INSPECTION SECTION OF THESE GENERAL NOTES. STRUCTURAL AND MISCELLANEOUS STEEL: 1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC 360), LATEST EDITION, AND SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (AISC 341) LATEST EDITION. 2.ALL WELDING SHALL COMPLY WITH AWS SPECIFICATION D1.1/D1.1M. WELDING ON PARTS OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS) SHALL ALSO CONFORM TO AWS D1.8/D1.8M. WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE TYPE OF WELDING TO BE PERFORMED. 3.WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE SUBMITTED FOR REVIEW FOR EACH WELD TYPE, WELDING PROCESS, WELDING ELECTRODE CLASSIFICATION AND/OR BASE MATERIAL (WHERE ASTM GRADE OR ALLOY VARIES) SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1/D1.1M, D1.4/D1.4M AND D1.8/D1.8M AS APPLICABLE. EACH WPS SHALL BE RECORDED ON FORMS RECOMMENDED BY THE APPLICABLE AWS STANDARD AND SHALL BE REVIEWED BY AN AWS SCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE SEOR AND, IF THE PROJECT IS GOVERNED BY DSA OR OSHPD, THE INSPECTOR OF RECORD (IOR) FOR REVIEW. IF A WELD ASSEMBLY NOTED ON PLANS DOES NOT FALL WITHIN THE PREQUALIFIED CRITERIA, CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A WELDING PROCEDURE QUALIFICATION RECORD FOR THE SPECIFIED WELD AS PART OF THE WPS SUBMITTAL. 4.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED OTHERWISE): A.WIDE FLANGE SECTIONS (W,WT)ASTM A-992 FY=50KSI B.CHANNELS AND MISC SHAPES (C,MC,S,M)ASTM A-36 FY=36KSI C.ANGLES AND PLATES ASTM A-36 FY=36KSI D.PIPE (STD,X-STRG,XX-STRG)ASTM A-53 TYPE E, GR B FY=35KSI E.HSS TUBE (SQ,RECTANG)}ASTM A-500, GR C FY=50KSI SULFUR CONTENT SHALL BE LESS THAN OR EQUAL TO 0.05% F.HSS TUBE (ROUND)ASTM A-500, GR C FY=46KSI SULFUR CONTENT SHALL BE LESS THAN OR EQUAL TO 0.05% 5.STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TO FABRICATION AND ERECTION, IN ACCORDANCE WITH NOTE 12 OF GENERAL STRUCTURAL NOTES. 6.WHEN FABRICATING BEAMS PLACE NATURAL CAMBER UP. A TOLERANCE OF + 0, -1/4 INCH MAY BE APPLIED TO ALL SPECIFIED CAMBERS. 7.AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE, AND OIL. 8.ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE. GALVANIZING SHALL BE IN CONFORMANCE WITH ASTM A123 AND A153. REPAIR GALVANIZING AFTER WELDING SHALL BE IN ACCORDANCE WITH ASTM A780. 9.HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEEL BELOW GRADE. 10.SEE ARCHITECTURAL DRAWINGS FOR PAINTING OF STRUCTURAL STEEL. STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED. 11.WHERE CARBON STEEL IS IN CONTACT WITH STAINLESS STEEL OR WHERE EITHER CARBON OR STAINLESS STEEL IS IN CONTACT WITH ALUMINUM, PHENOLIC SHIM OR BREAK SHALL BE INSTALLED TO SEPARATE DISSIMILAR METALS. 12.BOLTS, THREADED RODS, AND WASHERS SHALL CONFORM TO THE FOLLOWING, UNO: A.MACHINE BOLTS ASTM A-307 B.HIGH STRENGTH BOLTS ASTM A-325-N OR A-490 C.THREADED RODS, UNO ASTM F1554 GR36 D.WELDED HEADED STUDS ASTM A-108, GRADE 1010-1020 E.WASHERS ASTM F-436 F.WASHERS AT NON-SEISMIC/WIND-RESISTING-FRAME COLUMNS WHERE HOLES AT COLUMN BASE PLATE ARE OVER-SIZED, ONLY WHEN REQUESTED BY CONTRACTOR AND APPROVED BY SEOR:ASTM F-436 5/16” THICK G.ANCHOR BOLTS IN CONCRETE OR MASONRY ASTM F-1554, GR 36 H.HIGH STRENGTH ANCHOR BOLTS IN CONCRETE STM F-1554, GR 105 13.ANCHOR BOLTS SHALL BE HEADED. J-BOLTS SHALL NOT BE USED. 14.BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO 3/4” DIAMETER BOLTS UNLESS SHOWN OTHERWISE. 15.UNLESS NOTED OTHERWISE, BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTED CONNECTIONS SHALL BE INSTALLED "HAND TIGHT" ONLY, WITH THREADS SPOILED. THE HAND TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE BROUGHT INTO FULL CONTACT WITH WEB OR SHEAR TAB WITH A SPUD WRENCH AND THE NUT IS THEN BACKED OFF ONE QUARTER OF A TURN. WHERE SLOTTED CONNECTIONS ARE INDICATED, THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE. BOLTS INDICATED AS SLIP-CRITICAL SHALL BE PRE-TENSIONED PER SECTION 8.2 OF SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS. 16.HOLES FOR BOLTED CONNECTIONS AND ANCHOR BOLTS SHALL BE AISC “STANDARD” HOLES LIMITED TO 1/16-INCH LARGER IN DIAMETER THAN NOMINAL BOLT DIAMETER FOR 7/8-INCH DIAMETER BOLTS AND SMALLER, AND 1/8-INCH LARGER IN DIAMETER THAN NOMINAL BOLT DIAMETER FOR 1-INCH AND LARGER BOLTS, UNLESS NOTED OTHERWISE. OVERSIZED AND SLOTTED HOLES REQUIRE THE APPROVAL OF THE SEOR, UNLESS SPECIFICALLY DETAILED ON THE APPROVED DRAWINGS. 17.PROVIDE BEVELED WASHERS WHERE JOINT FACE SLOPE IS GREATER THAN 1:20. 18.SEE CONCRETE GENERAL NOTES FOR NON-SHRINK GROUT SPECIFICATIONS. 19.FLANGE STIFFENER PLATES SHALL BE ORIENTED SO THAT ROLLING DIRECTION OF PLATE IS PARALLEL WITH DIRECTION OF PRINCIPLE STRESS. 20.ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH E70XX ELECTRODES. 21.WHERE FILLET WELD SYMBOL IS SHOWN WITHOUT INDICATION OF THROAT SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED BELOW: 22.WHERE LENGTH OF WELD IS NOT INDICATED, WELD SHALL BE FULL LENGTH OF JOINT. 23.ALL COMPLETE- AND PARTIAL-JOINT-PENETRATION GROOVE WELDS SHALL BE PERFORMED USING "INNERSHIELD" AND "ML-2" SEMI-AUTOMATIC EQUIPMENT. 24.SEE SPECIAL INSPECTION AND TESTING NOTES FOR INSPECTION AND TESTING REQUIREMENTS. TABLE J2.4 MINIMUM SIZE OF FILLET WELDS MATERIAL THICKNESS OF THINNER PART JOINED MINIMUM SIZE OF FILLET WELD TO 1/4" (6MM) INCLUSIVE 1/8" (3MM) OVER 1/4" (6MM) TO 1/2" (13MM)3/16" (5MM) OVER 1/2" (13MM) TO 3/4" (19MM)1/4" (6MM) OVER 3/4" (19MM)5/16" (8MM) B B No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 03/16/26 03/16/26 A5-1.6 1D 1C A5-1.61E A2 11' A2 7.5' A2 16.5' A2 5' A2 12.5' A2 11' 5 S4.30 4 S4.30 4 S4.30 5 S4.30 4 S4.30 4 S4.30 4x4 4x4 4x4 4x4 2 S4.30 3 S4.30 3 S4.30 A1 5' 4x4 4x4 24"Wx24"THK GRADE BEAM FTG W/ (3)-#5 CONT BARS T&B, TYP FJ1 4x12 4x12 4x12 11'-5" 39 ' - 4 " 1 1 1 1 1 1 1 1 1 1 4x 1 0 RJ1 RJ1 2 S5.63 4 S5.63 2 S5.63 4 S5.63 3 S5.63 1 S5.63 4x 1 0 4x 1 0 4x 1 0 HD R HD R HD R HD R HDR HD R HD R FOR WOOD BEAM TO ISOLATED WOOD POST, SEE 8 S5.50 2 1 1 1 1 1 1 1 WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S2.10 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD ADU FOUNDATION, RAISED FLOOR, AND ROOF FRAMING PLAN No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 2 . 1 0 A D U F O U N D A T I O N A N D R O O F F R A M I N G P L A N . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B SCALE:S2.10 FOUNDATION AND RAISED FLOOR PLAN A 1/2" = 1'-0"SCALE:S2.10 ROOF FRAMING PLAN B 1/2" = 1'-0" ROOF JOIST SCHEDULE JOIST MARK JOIST SIZE SPACING (UNO)NOTES RJ1 2x12 24"OC - RJ2 3x8 24"OC EXPOSED & PRESSURE TREATED 1 1 1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES, ABBREVIATIONS AND PLAN SYMBOLS LEGEND. SEE PLAN SHEET FOR LIST OF APPLICABLE TYPICAL DETAILS NOT CALLED OUT ON PLANS. 2.EXISTING CONSTRUCTION IS SHOWN FADED AND IS LABELED AS EXISTING OR (E). NEW CONSTRUCTION IS SHOWN DARK AND IS SPECIFICALLY REFERENCED BY DETAILS AND NOTES. 3.EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS. DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING. 4.PROVIDE OVER-EXCAVATION AND COMPACTED BACKFILL PER GEOTECHNICAL REPORT AND TYPICAL OVER-EXCAVATION AND COMPACTED BACKFILL REQUIREMENTS DETAIL. 5.SLEEVES ACROSS FOOTINGS SHOWN ON PLAN ARE FOR 2" DIAMETER AND GREATER PIPES/ CONDUITS. SEE MECHANICAL, ELECTRICAL AND/ OR PLUMBING DRAWINGS FOR SMALLER ELEMENTS REQUIRING SLEEVES. CONTRACTOR TO DETERMINE ACTUAL INVERT ELEVATION AND LOCATIONS OF SLEEVES. SEE TYPICAL PIPE/ CONDUIT SLEEVES ACROSS FOOTING DETAIL 4/S4.00. 6.UNLESS NOTED OTHERWISE ON PLAN OR DETAIL, CENTER LINE OF FOUNDATION ELEMENT SHALL MATCH WALL AND/OR COLUMN CENTER LINE. 7.FINISH FLOOR ELEVATION = PER ARCHITECT. 8.SEE ARCHITECTURAL PLANS FOR CURBS, SLAB DEPRESSIONS AND SLOPES NOT SHOWN ON PLAN. 9.UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE FRAMED W/ 2X6 STUDS @ 16"OC. 10.SEE SHEET S5.55 FOR PLYWOOD SHEAR WALL ELEVATIONS. 11.JAMB POSTS PER 5/S5.50 OR 6/S5.50 ARE NOT SHOWN ON PLAN BUT SHALL BE INSTALLED PER THE DETAILS. 12.SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS AND DIMENSIONS NOT SHOWN ON PLAN. PLAN NOTES 1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES, ABBREVIATIONS AND PLAN SYMBOLS LEGEND. SEE PLAN SHEET FOR LIST OF APPLICABLE TYPICAL DETAILS NOT CALLED OUT ON PLANS. 2.EXISTING CONSTRUCTION IS SHOWN FADED AND IS LABELED AS EXISTING OR (E). NEW CONSTRUCTION IS SHOWN DARK AND IS SPECIFICALLY REFERENCED BY DETAILS AND NOTES. 3.EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS. DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING. 4.FINISH ROOF ELEVATIONS = PER ARCHITECT. 5.WHERE HEADERS ARE NOT CALLED OUT ON PLAN, SEE 5/S5.50 OR 6/S5.50 FOR SCHEDULE. 6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL DETAILS. 7.ALL FRAMING MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED BETWEEN GIRDERS OR OTHER SUPPORTS. 8.SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS, SOFFITS, FURRING AND DIMENSIONS NOT SHOWN ON PLAN. 9.UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 15/32" STRUCT I PLYWOOD, BLOCKED, W/ 10D NAILS @ 6",6",12" (BN,EN,FN). 10.SEE ARCHITECTURAL PLANS FOR SLOPES NOT SHOWN ON PLAN. 11.AT DRAG BEAMS INDICATED ON PLAN, PROVIDE BOUNDARY NAILING ALONG FULL LENGTH OF DRAG BEAM. 12.AT SEISMIC/ WIND DRAG STRAP, WHERE INDICATED ON PLAN, SEE TYPICAL DRAG DETAIL 5/S5.55 FOR STRAP CONFIGURATION. PROVIDE BN NAILING ALONG MEMBERS CONNECTED WITH STRAP, INCLUDING BLOCKING. WHERE STRAP OCCURS ABOVE PLYWOOD, STRAP NAILING MAY TAKE THE PLACE OF PLYWOOD BN NAILING. 13.SEE SHEET S5.55 FOR TYPICAL SHEAR WALL ELEVATIONS, SCHEDULES, AND DETAILS. 14.DO NOT CUT ANY NEW OPENINGS OR ENLARGE ANY EXISTING OPENINGS IN THE ROOF (FOR DUCTS, PIPES, ETC.) UNLESS SPECIFICALLY SHOWN ON THESE STRUCTURAL DRAWINGS. 15.UNLESS NOTED OTHERWISE, FLOOR SHEATHING SHALL BE 3/4" STRUCT I PLYWOOD, BLOCKED, W/ 10d NAILS @ 6",6",12" (BN,EN,FN). FRAMING PLAN NOTES LIST OF APPLICABLE TYPICAL CONCRETE DETAILS DESCRIPTION DETAIL SHEET TYPICAL REINFORCING HOOKS 1 S4.00 TYPICAL REINFORCING BAR DEVELOPMENT AND LAP SPLICE SCHED 2 S4.00 WALL AND FOOTING REINFORCING AT CORNER AND INTERSECTION 3 S4.00 TYPICAL PIPE / CONDUIT SLEEVES ACROSS FOOTINGS 4 S4.00 LIST OF APPLICABLE TYPICAL WOOD FRAMING DETAILS DESCRIPTION DETAIL SHEET TYPICAL WOOD FASTENING SCHEDULE A S5.50 TYPICAL WOOD POST IN STUD WALL 1A S5.50 TYPICAL WOOD POST IN SHORT STUD WALL 1B S5.50 TYPICAL ISOLATED WOOD POST BASE 2 S5.50 TYPICAL CORNERS AND INTERSECTIONS AT NON-SHEAR WALLS 3 S5.50 TYPICAL HOLES AND NOTCHES IN WOOD 4 S5.50 TYPICAL OPENING IN INTERIOR WOOD STUD WALL 5 S5.50 TYPICAL OPENING IN EXTERIOR WOOD STUD WALL 6 S5.50 TYPICAL INTERIOR NON-BEARING WOOD STUD PARTITION AT JOIST 7 S5.50 TYPICAL WOOD BEAM TO ISOLATED WOOD POST 8 S5.50 TYPICAL WOOD STUD WALL BLOCKING / BACKING 9 S5.50 TYPICAL HORIZONTAL FRAMING AT OPENING (4'-0" MAX)10 S5.50 TYPICAL JOIST TO WOOD BEAM CONNECTION 11 S5.50 TYPICAL SHEAR WALL ELEVATION, SCHEDULE AND NOTES A S5.55 TYPICAL SHEAR TRANSFER OPTIONS 1 S5.55 TYPICAL DOUBLE TOP PLATE SPLICE SCHEDULE 2 S5.55 TYPICAL CORNERS AND INTERSECTIONS IN SHEAR WALLS 3 S5.55 TYPICAL HOLDOWN ANCHOR AT CONCRETE 4 S5.55 TYPICAL DRAG STRAPS 5 S5.55 1 1 B B B B FLOOR JOIST SCHEDULE JOIST MARK JOIST SIZE SPACING (UNO)NOTES FJ1 2x12 16"OC - No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 03/16/26 03/16/26 SCALE:S4.00 NOT USED 5 NONE B BAR SIZE #3 #4 #5 D 1 1/2" 2" 2 1/2" HO O K D E V E L O P M E N T LE N G T H ( l d h ) PE R D E T A I L d (BAR Ø) d (BAR Ø) 6d (3" M I N ) 6d (3" MIN) ALT BEND, TYP D d (BAR Ø) 6d (3" M I N ) D D D D 135° STIRRUPS & TIES 90° & 180° STANDARD HOOKS 90° & 135° CROSS-TIE HOOKS TYPICAL REINFORCING STIRRUPS, TIES AND CROSS-TIES BAR SIZE #3 #4 #5 #6 #7 #8 D 2 1/4" 3" 3 3/4" 4 1/2" 5 1/4" 6" NOTE: UNLESS OTHERWISE DIMENSIONED OR NOTED ON PLAN OR DETAIL, EVERY BAR SHOWN OR NOTED AS HOOKED (INCLUDING STIRRUPS, TIES OR CROSSTIES) SHALL HAVE HOOKS PER THIS DETAIL. TYPICAL REINFORCING TIES, STIRRUPS & CROSSTIES 12d #10 10 1/4" #11 11 1/4" #14 17" #18 22 1/4" #9 9" BAR SIZE D 4d (2 1 / 2 " MI N ) ALL GRADES OF STEEL D = INSIDE BEND DIAMETER d = NOMINAL BAR DIAMETER SCALE:S4.00 TYPICAL REINFORCING HOOKS 1 NONE DEVELOPMENT LENGTH (ld) FOR TYPICAL BARS (INCREASE PER NOTES 4 AND/OR 5 AS OCCURS) BAR SIZE (GR 60) CONCRETE STRENGTH f'c (PSI) 3000 4000 4500 5000 6000 #3 17"15"14"14"12" #4 22"20"19"18"16" #5 28"25"23"22"20" #6 33"29"28"26"24" #7 48"43"40"38"34" #8 55"48"46"43"39" #9 62"55"51"49"44" #10 70"61"58"55"50" #11 78"67"64"60"55" LAP SPLICE LENGTH (ls) FOR TYPICAL BARS (INCREASE PER NOTES 4 AND/OR 5 AS OCCURS) BAR SIZE (GR 60) CONCRETE STRENGTH f'c (PSI) 3000 4000 4500 5000 6000 #3 22"19"18"18"16" #4 29"26"24"23"21" #5 36"32"30"29"26" #6 43"38"36"34"31" #7 63"55"52"49"45" #8 72"63"59"56"51" #9 81"71"67"63"57" #10 91"79"75"71"64" #11 101"87"82"78"71" NOTES: 1.PROVIDE THE MINIMUM DEVELOPMENT LENGTH (ld or ldh) OR LAP SPLICE (ls) FOR REINFORCING BARS IN NORMAL WEIGHT CONCRETE PER THE ADJACENT TABLES FOR TYPICAL BARS, UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. ld AND ls SHALL BE NO LESS THAN 12" AND ldh SHALL BE NO LESS THAN THE LARGER OF 6" OR 8 TIMES THE BAR DIAMETER. CONTRACTOR SHALL NOTIFY SEOR WHEN MINIMUM LENGTHS CANNOT BE ACHIEVED. 2.LAP SPLICE LENGTHS SHOWN REPRESENT "CLASS B" TENSION SPLICE VALUES PER ACI 318 SECTION 25.4.2.2, 25.5.1.4, AND 25.5.2.1. 3.ld AND ls LENGTHS ARE BASED ON THE CLEAR SPACING OF BARS TO BE NOT LESS THAN TWICE THE BAR DIAMETER, AND CLEAR COVER TO BE NOT LESS THAN THE BAR DIAMETER. CONTRACTOR SHALL NOTIFY THE SEOR WHEN MINIMUM SPACING OR CLEARANCE CANNOT BE ACHIEVED. 4.WHERE HORIZONTAL BARS HAVE MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BAR, I.E. HORIZONTAL WALL OR STEMWALL BARS, INCREASE TYPICAL BAR LENGTHS BY 30% (ld, ls, ldh x 1.3). 5.FOR LIGHT WEIGHT CONCRETE, INCREASE LENGTH BY THIRTY PERCENT (ld OR ls OR ldh x 1.3). HOOK DEVELOPMENT LENGTH (ldh) FOR TYPICAL STANDARD HOOKS (INCREASE PER NOTES 4 AND/OR 5 AS OCCURS) BAR SIZE (GR 60) CONCRETE STRENGTH f'c (PSI) 3000 4000 4500 5000 6000 #3 9"8"7"7"6" #4 11"10"9"9"8" #5 14"12"12"11"10" #6 17"15"14"13"12" #7 20"17"16"15"14" #8 22"19"18"17"16" SCALE:S4.00 TYPICAL REINFORCING BAR IN CONCRETE DEVELOPMENT AND LAP SPLICE SCHEDULE 2 NONESCALE:S4.00 NOT USED 6 NONE B SCALE:S4.00 TYPICAL WALL AND FOOTING REINFORCING AT CORNER AND INTERSECTION 3 NONE ADD (1)-#5 VERT MIN OR BOUNDARY STEEL PER PLAN ADD (2)-#5 VERT MIN OR BOUNDARY STEEL PER PLAN ALTERNATE BEND PLAN VIEW SINGLE CURTAIN PLAN VIEW DOUBLE CURTAIN 0" TYP COVER AS REQD TYP 1/2 WALL THK MAX, TYP ls TYP ls TYP ls TY P ls TY P CORNER DOWEL TO MATCH HORIZ REINF (ALT: BEND HORIZ REINF ls & OMIT DOWEL) CORNER DOWELS TO MATCH HORIZ REINF (ALT: BEND HORIZ REINF ls & OMIT DOWEL) CORNER DOWEL TO MATCH HORIZ REINF (ALT: BEND HORIZ REINF ls & OMIT DOWEL) 0" TYP CORNER DOWELS TO MATCH HORIZ REINF (ALT: BEND HORIZ REINF ls & OMIT DOWEL) SCALE:S4.00 TYPICAL PIPE/ CONDUIT SLEEVES ACROSS FOOTINGS 4 NONE PROVIDE METAL SLEEVES W/ ID 2" GREATER THAN THE OD OF THE PIPE/ CONDUIT PLACE CONCRETE FILL OR SLURRY AROUND SLEEVES BEFORE POURING FOOTING - FILL SHALL BE SAME WIDTH AS FOOTING NOTE: WHERE PIPE/ CONDUIT CANNOT RUN OVER, UNDER OR THROUGH UNDER FOOTING AS SHOWN IN THIS DETAIL, THE FOOTING SHALL STEP UNDER PIPE/ CONDUIT- SEE STEPPED FOOTING DETAIL. ELEVATION NO PIPE/ CONDUIT SHALL PASS THRU THE FOOTING DEPTH UNO - WHERE FTG DEPTH IS 1'-6" OR GREATER, SLEEVE MAY PASS THRU MIDDLE 1/3 OF FTG DEPTH ONLY STEM WALL WHERE OCCURS 2" MI N 4" MI N 6" MI N 9" MIN TYP D/ 3 D/ 3 D/ 3 D FO O T I N G D E P T H 1' - 6 " M I N CLEARANCE BETWEEN ADDL SLEEVE(S) WHERE OCCURS SHALL BE NO LESS THAN THE OD OF THE LARGER SLEEVE OR 6" WHICHEVER IS LARGER, MINIMUM 1" C L R A L L A R O U N D T Y P SECTION SCALE:S4.00 TYPICAL OVER-EXCAVATION AND COMPACTED FILL REQUIREMENTS 7 NONE TOP OF COMPACTED FILL PE R P L A N 4' - 0 " M I N 1'-0" MIN BEYOND BLDG EXTENTS AND APPENDAGES 1 1 2'-6" MIN BELOW NEW FTGS PERIMETER FTG AS OCCURS NATURAL SOIL COMPACTED FILL NOTE: THIS DETAIL IS PROVIDED FOR REFERENCE ONLY. GEOTECHNICAL ENGINEER TO CONFIRM ALL PARAMETERS SET FORTH HERE. SEE FOUNDATION NOTES FOR ADDITIONAL INFORMATION. B WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S4.00 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD TYPICAL FOUNDATION DETAILS No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 4 . 0 0 T Y P I C A L F O U N D A T I O N D E T A I L S . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 03/16/26 03/16/26 SCALE:S4.30 SECTION 1 1" = 1'-0" POST PER PLAN 10" SQ PLINTH CONC FTG & REINF PER PLAN 1' - 6 " M I N 8" MI N PE R P L A N PER PLAN 3" CL R 3" CLR TYP 3" (4)-#4 VERT CONC GRADE PER CIVIL #3 TIES @ 6"OC 3" CLR TYP (3)-#3 TIES @ 1 1/2"OC AT TOP SIMPSON ABU SCALE:S4.30 SECTION 2 1" = 1'-0" GRADE BEAM & REINF PER PLAN 18 " M I N 24 " M A X PLYWOOD SHTG, TYP AT EXT (SEE PLAN FOR SHEAR WALL LOCS) 2x STUD WALL PER PLAN 2x SILL PL PER SHEAR WALL SCHED EN SCALE:S4.30 SECTION 3 1" = 1'-0" SCALE:S4.30 SECTION 4 1" = 1'-0" PER PLAN 3" CLR TYP3" C L R TY P 1 B B B PLYWOOD PER PLAN BEAM PER PLAN JOIST PER PLAN PE R P L A N PT 3x8 FLAT W/ COUNTERSUNK 1/2" AB @ 16"OC (7" EMBED)8" THK STEM WALL #5 HORIZ T&B A35 CLIPS EA SIDE @ 16"OC #5 VERT @ 16"OC CENTERED, ALT BENDS W/ STD HOOD GRADE BEAM & REINF PER PLAN 18 " M I N 24 " M A X POST PER PLAN PER PLAN 3" CLR TYP3" C L R TY P FLR SHTG PER PLAN BEAM PER PLAN JOIST PER PLAN PE R P L A N PT 3x8 FLAT W/ COUNTERSUNK 1/2" AB @ 16"OC (7" EMBED)8" THK STEM WALL #5 HORIZ T&B A35 CLIPS EA SIDE @ 16"OC #5 VERT @ 16"OC CENTERED, ALT BENDS W/ STD HOOD SIMPSON ABU W/ 1/2"Ø LAG SCREW (4" MIN EMBED), CENTERED ON BM BELOW NOTE: FOR BALANCE OF INFO NOT SHOWN, SEE 2 S4.30 1 GRADE BEAM & REINF PER PLAN 18 " M I N 24 " M A X PLYWOOD SHEATHING, TYP AT EXT (SEE PLAN FOR SHEAR WALL LOCS) 2x STUD WALL PER PLAN 2x SILL PL PER SHEAR WALL SCHED EN PER PLAN 3" CLR TYP3" C L R TY P PLYWOOD PER PLAN JOIST PER PLAN PE R P L A N PT 3x8 FLAT 8" THK STEM WALL #5 HORIZ T&B A35 CLIPS EA SIDE @ 16"OC #5 VERT @ 16"OC CENTERED, ALT BENDS W/ STD HOOD EN 1/4"Ø LAG x6" LONG @ 8"OC CENTERED ON 4x RIM, TYP UNO (SEE ALTERNATE) - AT SHEAR WALL ABOVE PROVIDE SDS SCREWS AT CL OF RIM PER SCHED ON A S5.55 BN 4x CONT RIM A35 CLIPS EA SIDE 1/2" AB @16"OC (7" EMBED) T/O FIN GRADE PER CIVIL NOTES: 1.AT NON-SHEAR WALL LOCATIONS, NAIL WALL PLYWOOD W/ 10d @ 6", 12" (EN, FN). 2.PROVIDE SILL CONNECTORS @ 4" MIN, 12" MAX FROM EACH END OF SILL, (2)-CONNECTORS MINIMUM PER SILL. ALTERNATE: WHEN NO SHEAR WALL OR STRAPPING OCCURS ABOVE, PROVIDE 4x CONTINUOUS RIM W/ 6" LONG SIMPSON SDS 24"OC. CJ CJ CJ GRADE BEAM & REINF PER PLAN 18 " M I N 24 " M A X PLYWOOD SHTG, TYP AT EXT (SEE PLAN FOR SHEAR WALL LOCS) 2x STUD WALL PER PLAN 2x SILL PL PER SHEAR WALL SCHED PER PLAN 3" CLR TYP 3" C L R TY P PE R P L A N PT 3x8 FLAT 8" THK STEM WALL #5 HORIZ T&B A35 CLIPS EA SIDE @ 16"OC #5 VERT @ 16"OC CENTERED, ALT BENDS W/ STD HOOD 1/4"Ø LAG x6" LONG @ 8"OC CENTERED ON 4x RIM, TYP UNO (SEE ALTERNATE) - AT SHEAR WALL ABOVE PROVIDE SDS SCREWS AT CL OF RIM PER SCHED ON A S5.55 T/O FIN GRADE PER CIVIL NOTES: 1.AT NON-SHEAR WALL LOCATIONS, NAIL WALL PLYWOOD W/ 10d @ 6", 12" (EN, FN). 2.PROVIDE SILL CONNECTORS @ 4" MIN, 12" MAX FROM EACH END OF SILL, (2)-CONNECTORS MINIMUM PER SILL. 3.FOR BALANCE OF INFO NOT SHOWN, SEE 4 S4.30 ALTERNATE: WHEN NO SHEAR WALL OR STRAPPING OCCURS, PROVIDE 4x CONTINUOUS RIM W/ 6" LONG SIMPSON SDS 24"OC. 2x BLKG @ 32"OC W/ (4)-10d @ EA BLK & A35 CLIPS EA SIDE 8" M I N SCALE:S4.30 DETAIL 5 3/4" = 1'-0" 4x CONT RIM B WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S4.30 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD FOUNDATION SECTIONS AND DETAILS No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 4 . 3 0 F O U N D A T I O N S E C T I O N S A N D D E T A I L S . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 SIDE @ 16"OC EA SIDE A35 CLIPS 2x BLKG W/ EA SIDE A35 CLIPS 2x BLKG W/ 03/16/26 03/16/26 1/2" MIN TYP 16d @ 16"OC, TYP BLKG @ 4'-0"OC MIN W/ (2)-16d EA BLKG, EA SIDE SILL, TOP PLATE OR BLOCKING 2x FULL DEPTH STUDS, TYP UNO SILL, TOP PLATE OR BLOCKING, TYP PLAN VIEW SCALE:S5.50 TYPICAL CORNERS AND INTERSECTIONS AT WOOD STUD NON-SHEAR WALLS 3 NONE DBL 2x TOP PL SIMPSON CTS218 STRAP & FASTENERS PER SCHEDULE SCALE:S5.50 TYPICAL STRENGTHENING OF NOTCH IN DOUBLE TOP PLATE 4A 1 1/2" = 1'-0" 4 1/2", MAX WIDTH OF OVERSIZED HOLE/ NOTCH IN DOUBLE TOP PLATE STRAP SCHEDULE WALL TYPE NUMBER OF STRAPS FASTENERS AT EACH STRAP NON-BRG 2x 2 (24)-10d x1 1/2" NAILS 2x4 3 (24)-10d x1 1/2" NAILS 2x6 4 (24)-#9 x1 1/2" SIMPSON SD WOOD SCREWS NOTE: 1.USE THIS DETAIL WHERE NOTCH OR HOLE IS LARGER THAN ALLOWED PER TYPICAL HOLES AND NOTCHES IN WOOD, DETAIL 4 / S5.50. 2.FOR LIMITATIONS ON HOLES AND NOTCHES IN DOUBLE TOP PLATE SPLICES, SEE DETAIL 3 / S5.55. SCALE:S5.50 TYPICAL WOOD STUD WALL BLOCKING / BACKING 9 NONE 4x STUD DEPTH MIN (UNO) SOLID BLOCKING/ BACKING (CONTINUE TO AT LEAST 1 STUD EA SIDE OF CONNECTION POINTS) CONNECTION POINT PER DETAIL (LOCATIONS VARY PER CONFIG OF ATTACHED ACCESSORIES) WOOD STUD PER PLAN OR FRAMING ELEV, TYP SIMPSON A34, TOP & BOT, EA END OF EA BLOCK, TYP UNO WOOD FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION 1. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS 16d COMMON 16”OC FACE NAIL 2. STUD TO TOP OR BOTTOM PLATE (4)-8d COMMON (2)-16d COMMON TOENAIL END NAIL 3. TOP PLATE TO TOP PLATE 16d COMMON 16”OC FACE NAIL 4. TOP PLATE TO TOP PLATE, AT STAGGERED END JOINTS (8)-16d COMMON EACH SIDE OF END JOINT, FACE NAIL (MINIMUM 24” LAP SPLICE LENGTH EACH SIDE OF END JOINT) 5. TOP PLATE LAPS AT CORNERS AND INTERSECTIONS (2)-16d COMMON FACE NAIL 6. STUD TO CONTINUOUS HEADER (4)-8d COMMON TOENAIL 7. JOIST OR RAFTER TO RIM JOIST (3)-16d COMMON END NAIL 8. RIM JOIST OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW 8d COMMON 6"OC, TOENAIL 9. FLOOR JOIST TO SILL, TOP PLATE OR GIRDER (3)-8d COMMON TOENAIL 10. BOTTOM PLATE THROUGH PLYWOOD TO RIM JOIST, OR BLOCKING 16d COMMON 16”OC FACE NAIL 11. RAFTER OR ROOF TRUSS TO TOP PLATE (3)-10d COMMON TOENAIL 12. BLOCKING BETWEEN RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW (3)-8d COMMON EACH END, TOENAIL 13. BLOCKING BETWEEN JOISTS, RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO JOIST RAFTER OR TRUSS (2)-8d COMMON (2)-16d COMMON (3 1/2” x0.162”) EACH END, TOENAIL END NAIL 14. CEILING JOIST TO STUD FACE (3)-16d COMMON FACE NAIL 15. CEILING NAILER TO STUD (2)-16d COMMON FACE NAIL 16. CEILING JOIST TO NAILER (4)-8d COMMON TOE NAIL NOTES: 1. COMMON WIRE NAILS SHALL BE USED EXCEPT WHERE NOTED OTHERWISE. 2. WHEREVER POSSIBLE, NAILS DRIVEN PERPENDICULAR TO GRAIN SHALL BE USED IN LIEU OF TOE NAILS. 3. SCHEDULE BASED ON CBC TABLE 2304.10.1. SCALE:S5.50 TYPICAL WOOD FASTENING SCHEDULE A NONE BEAM, JOIST, OR RAFTER SEE NOTES 5, 6 OR 7 NOTES: 1.ALL HOLES SHALL BE DRILLED. 2.CORNERS OF ALL NOTCHES SHALL BE PRE-DRILLED. 3.FOR CLOSER SPACED OPENINGS AT SILL OR TOP PLATES (6" MINIMUM CLEARANCE), A 1 1/2" x16GA GALVANIZED STRAP MAY BE USED ACROSS MULTIPLE OPENINGS W/ (3)-16d BETWEEN OPENINGS AND (6)-16d AT ENDS OF STRAP BEYOND LAST OPENINGS. 4.WHERE NOTCH OR HOLE IN SILL PLATE IS GREATER THAN NOTED, PROVIDE ANCHOR BOLT OR 1/2"Ø HILTI KB-TZ (3" MIN EMBED) ON EA SIDE OF NOTCH. 5.WHERE NOTCH OR HOLE IN TOP PLATE IS NOT IN CONFORMANCE WITH THIS DETAIL, SEE DETAIL 4A / S5.50 FOR STRENGTHENING. 6.AT DOUBLE TOP PLATES IN LINE WITH HEAVY DOUBLE TOP PLATE SPLICE CALLED FOR ON PLAN AND DETAIL 3 / S5.55, PROVIDE (2)-STRAPS EACH SIDE OF DOUBLE TOP PLATE, STAGGERED (4 STRAPS TOTAL). 7.NOTCHES NOT PERMITTED IN BEAMS, JOISTS OR RAFTERS. 8.DRILLED HOLE PERMITTED ONLY WITHIN MIDDLE THIRD OF BEAM, JOIST OR RAFTER SPAN. DRILLED HOLE NOT PERMITTED IN CANTILEVERED MEMBERS. SIMPSON RPS18 STRAP OR APPROVED EQUAL ON NOTCH SIDE OR ON SIDE CLOSEST TO DRILLED HOLE (ON SIDE CLOSEST TO THE HOLE IF NOT CTRD) TYP AT SILL PL & AT EA PL OF DBL TOP PL, UNO- SEE NOTE 6 W SILL PLATE OR DOUBLE TOP PLATE 5 1/2" MAX SEE NOTE 4 18" MIN CLR SEE NOTE 3 18" MIN CLR SEE NOTE 3 5/ 8 " MI N TY P 25%W MAX AT STRUC WALL, 40%W MAX AT NON-STRUC WALLS 40%W MAX AT STRUC WALL, 60%W MAX AT NON-STRUC WALLS, SEE NOTE 4 SILL PLATE OR DOUBLE TOP PLATE PER PLAN W EQ EQ 2W MIN CLRW/3 MAX HOLE DIA, TYP WALL STUD H W 5/8" MIN TYP 8" MA X 6" MI N CL R 6" MI N CL R 25%W MAX AT BEARING & EXTERIOR STUDS, 40%W MAX AT NON-BEARING WALLS 40%W MAX AT BEARING & EXTERIOR STUDS, 60%W MAX AT NON-BEARING WALLS SCALE:S5.50 TYPICAL HOLES AND NOTCHES IN WOOD 4 NONE H/4 MAX FROM TOP OR BOT OF STUDS AT EXTERIOR WALLS SIMPSON LCE WOOD POST PER PLAN WOOD POST PER PLAN SIMPSON AC WOOD BEAM PER PLAN C SPLICEL INTERMEDIATE CONDITION SPLICE CONDITION END CONDITION VERT TABS ON EITHER SET OF OPPOSITE FACES VERT TABS ON EITHER SET OF OPPOSITE FACES SCALE:S5.50 TYPICAL WOOD BEAM TO ISOLATED WOOD POST 8 NONE NOTES: 1.USE HEADER DEPTH PER SCHEDULE UNLESS LARGER HEADER SHOWN ELSEWHERE. 2.USE JAMB POST PER SCHEDULE UNLESS LARGER POST SHOWN ELSEWHERE. 3.SEE ARCHITECTURAL DRAWINGS FOR SIZE AND SPACING OF STUDS FOR ALL ALL INTERIOR NON- STRUCTURAL WALLS. 4.PROVIDE SOLID BLOCKING BELOW JAMB POST AND TRIMMER PER DETAIL 10 ON SHEET S5.50. SCALE:S5.50 TYPICAL OPENING IN INTERIOR WOOD STUD WALL 5 NONE (4)-16d, STUD TO HEADER END HEADER PER SCHEDULE (MATCH STUD WALL WIDTH) 2x TRIMMER W/ 16d @ 12"OC OR DOUBLE 2x TRIMMER WHERE REQD PER HEADER SCHEDULE JAMB POST PER SCHEDULE TOP OF FRAMING WHERE OCCURS ANCHOR BOLT, SCREW OR SHOT PIN SILL FASTENER AS OCCURS SILL PLATE (PRESSURE TREATED AT CONC), UNO BLKG AT MID-HEIGHT (8'-0"OC MAX BWTN PLATES) WOOD STUDS PER PLAN, TYP DBL TOP PLATE BEARING INTERIOR HEADER SCHEDULE MAXIMUM OPENING SIZE HEADER SUPPORTING ROOF HEADER SUPPORTING FLOOR 2x4 STUD WALL 2x6 STUD WALL 2x4 STUD WALL 2x6 STUD WALL 3'-11"4x8 6x6 4x8 6x6 6'-2"4x12 6x8 4x14*6x10 8'-3"4x14*6x10 3 1/2" x11 7/8" LVL*6x12* NOTE: * INDICATES THAT DOUBLE TRIM STUD IS REQUIRED. BEARING INTERIOR JAMB POST SCHEDULE FLOOR LEVEL MAXIMUM OPENING SIZE 3'-11"6-2"8'-3" 2x4 STUD WALL 2x6 STUD WALL 2x4 STUD WALL 2x6 STUD WALL 2x4 STUD WALL 2x6 STUD WALL SUPPORTING ROOF ABOVE (2)-2x4 2x6 (3)-2x4 (2)-2x6 (3)-2x4 (2)-2x6 SUPPORTING ROOF + 1 FLOOR 4x4 2x6 4x6 (2)-2x6 4x8 (2)-2x6 4" MAX NON-BEARING INTERIOR HEADER SCHEDULE MAXIMUM OPENING SIZE HEADER SUPPORTING ROOF HEADER SUPPORTING FLOOR 2x4 STUD WALL 2x6 STUD WALL 2x4 STUD WALL 2x6 STUD WALL 3'-11"4x6 6x4 FLAT 4x6 6x4 FLAT 6'-2"4x10 6x6 4x12 6x8 8'-3"4x12 6x8 4x14 6x10 NOTE: PROVIDE SINGLE TRIMMER AND 2x JAMB POST, TYPICAL UNLESS NOTED OTHERWISE. AT OPENINGS GREATER THAN 3'-11", PROVIDE (2)-2x JAMB POST. SCALE:S5.50 TYPICAL OPENING IN EXTERIOR WOOD STUD WALL 6 NONE SIMPSON A34 EA SIDE (4)-16d, STUD TO HEADER END HEADER PER SCHEDULE (MATCH STUD WALL WIDTH) SIMPSON A34 TOP & BOT 2x TRIMMER W/ 16d @ 12"OC OR DOUBLE 2x TRIMMER WHERE REQD PER HEADER SCHEDULE DBL 2x6 JAMB POST TOP OF FRAMING WHERE OCCURS ANCHOR BOLT, SCREW OR SHOT PIN SILL FASTENER AS OCCURS SILL PLATE (PRESSURE TREATED AT CONC), UNO DBL 2x SILL WHERE WINDOW OCCURS, W/ SIMP A35 T&B EA END 4" MAX DBL TOP PLATE EXTERIOR HEADER SCHEDULE MAXIMUM OPENING SIZE HEADER AT ROOF HEADER AT FLOOR 2x6 STUD WALL 2x6 STUD WALL 3'-11"6x6 6x6 6'-2"6x8 6x10 8'-3"6x10 6x12 NOTES: 1.USE HEADER DEPTH PER SCHEDULE UNLESS LARGER HEADER SHOWN ELSEWHERE. 2.USE JAMB POST PER SCHEDULE UNLESS LARGER POST SHOWN ELSEWHERE. 4.PROVIDE SOLID BLOCKING BELOW JAMB POST AND TRIMMER PER DETAIL 10 ON SHEET S5.50. BLKG AT MID-HEIGHT (8'-0"OC MAX BWTN PLATES) WOOD STUDS PER PLAN, TYP DBL TOP PLATE EXTERIOR JAMB POST SCHEDULE FLOOR LEVEL MAXIMUM OPENING SIZE 3'-11" (2x6 STUD WALL) 6'-2" (2x6 STUD WALL) 8'-3" (2x6 STUD WALL) SUPPORTING ROOF ABOVE 2x6 (2)-2x6 (2)-2x6 SUPPORTING ROOF + 1 FLOOR (2)-2x6 (2)-2x6 (3)-2x6 SIMPSON A34 SIMPSON LTP4 (OR A34 WHERE WINDOW OCCURS) JAMB POST PER SCHED SCALE:S5.50 TYPICAL INTERIOR NON-BEARING WOOD STUD PARTITION AT JOIST OR RAFTER 7 NONE SIMPSON DTC SPACING SCHEDULE FULLY SHEATHED, MAXIMUM STUD HEIGHT MAXIMUM DTC SPACING 10'32"OC 14'24"OC 20'16"OC NOTE: PROVIDE (4)-8d FROM DTC TO TOP PLATE & (1)-8d IN APPROXIMATE CENTER OF EACH VERTICAL SLOT OF DTC TO JOIST, RAFTER OR BLOCK. DO NOT OVERDRIVE NAIL TO MAINTAIN SLIPPING ABILITY. SHEATHING PER PLAN SIMPSON DTC, MAX SPACING PER SCHED (SEE NOTE) JOIST OR RAFTER PER PLAN 1/ 2 " GA P DBL TOP PLATE 1/ 2 " GA P CEILING PER ARCH 2x4 FLAT BLKG AT EA DTC WITH (2)-16d EACH END PERPENDICULAR FRAMING PARALLEL FRAMING SAWN LUMBER JOIST/RAFTER SCALE:S5.50 TYPICAL HORIZONTAL FRAMING AT OPENING (4'-0" MAX)10 NONE 3 JOIST SPACES OR 4'-0" MAX UNO OPEN DOUBLE MEMBERS, TYP SIMP U HANGER, TYP (E) JOIST OR RAFTER PER PLAN, TYP SCALE:S5.50 TYPICAL ISOLATED WOOD POST BASE 2 NONE SCALE:S5.50 TYPICAL WOOD POST IN SHORT STUD WALL 1B NONE SCALE:S5.50 TYPICAL WOOD POST IN STUD WALL 1A NONE WOOD POST PER PLAN FRAMING PER PLAN WHERE STUD WALL IS NOT LONG ENOUGH TO ALLOW FOR (2)-SILL FASTENERS MINIMUM WITHIN A CONTINUOUS SILL, PROVIDE SIMPSON ABU POST BASE W/ SILL PLATE CONT OVER BASE PLATE TYP SILL PLATE & SILL FASTENERS PER PLAN/SHEAR WALL SCHED FRAMING PER PLAN END OF SILL PL WHERE OCCURS WOOD POST PER PLAN SIMPSON ABU SIMPSON A34 EA SIDE TYP SILL PLATE & SILL BOLTS PER PLAN, SEE NOTE FRAMING PER PLAN NOTE: WHERE STUD WALL IS NOT LONG ENOUGH TO ALLOW FOR (2)-SILL BOLTS MINIMUM WITHIN A CONTINUOUS SILL, SEE 1B S5.50 WALL LENGTH WOOD POST PER PLAN 5 1/2" MIN NOTE: MINIMUM SPACING OF SILL FASTENERS IS 4". WOOD BEAM PER PLAN W/ SIMPSON HUC OR HUCQ HANGERS W/ALL HOLES FILLED WHERE CONCEALED HANGERS REQUIRED SAWN LUMBER JOIST WHERE OCCURS PER PLAN AT SAWN LUMBER: SIMPSON LUS, JB, JBA OR HUSTF HANGER (HUC OR HUCQ WHERE CONCEALED HANGERS REQD) W/ ALL HOLES FILLED W/ NAILS SPECIFIED BY SIMPSON PLYWOOD SHEATHING PER PLAN SCALE:S5.50 TYPICAL JOIST TO WOOD BEAM CONNECTION 11 NONE B B B B B B WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S5.50 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD TYPICAL WOOD FRAMING DETAILS No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 5 . 5 0 T Y P I C A L W O O D F R A M I N G D E T A I L S . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 03/16/26 03/16/26 SCALE:S5.55 TYPICAL SHEAR TRANSFER OPTIONS 1 NONE PLYWOOD SHEATHING PER PLAN RIM JOIST OR BLKG AS OCCURS PROVIDE SIMPSON LTP4 OR A35 AS REQD PER SCHED ON A S5.55 SCALE:S5.55 TYPICAL CORNERS AND INTERSECTIONS AT WOOD STUD SHEAR WALLS 3 NONE NOTES: 1.TO AVOID WOOD SPLITTING, PRE- DRILL HOLE FOR 20d NAILS (MAXIMUM PRED-DRILL HOLE SIZE=0.14"Ø) 2.PRE-DRILL HOLES FOR LAG SCREWS PER GENERAL NOTES. ALTERNATE CONNECTION PLAN VIEW NON-SHEAR WALL AND SHEAR WALL AT T-INTERSECTION STANDARD CONNECTION PLAN VIEW SHEAR WALL AT T-INTERSECTION PLAN VIEW PLYWOOD AT INSIDE CORNER - ONE SIDE PLAN VIEW PLYWOOD AT INSIDE CORNER - TWO SIDES PLAN VIEW PLYWOOD AT OUTSIDE CORNER - ONE SIDE EN POST & HOLDOWN PER SW SCHED EN 2x 2x OR 3x PER SW SCHED PLYWOOD WHERE OCCURS, TYP FASTENER PER FASTENER SCHED IN THIS DETAIL 1 1/2" AT 2x, 2 1/2" AT 3x EDGE MEMBER PER SW SCHED PLYWOOD WHERE OCCURS, TYP POST & HOLDOWN PER SW SCHED EN 2x FASTENER PER FASTENER SCHED IN THIS DETAIL, PROVIDE (2)- ROWS AT PLY EN, BOTH SIDES PLYWOOD PER SW SCHED 2x OR 3x PER SW SCHEDBOLTED HOLDOWN WHERE OCCURS, DO NOT COUNTERSINK NUT IN POST EN EN PLYWOOD PER SW SCHED, TYP PLYWOOD PER SW SCHED POST & HOLDOWN PER SW SCHED 2x EN 2x 16d @ 16"OC FOR BOLTED HOLDOWN, SEE PLYWOOD AT INSIDE CORNER CONNECTIONS PLYWOOD PER SW SCHED, TYP EN PLYWOOD WHERE OCCURS BOLTED HOLDOWN WHERE OCCURS, DO NOT COUNTERSINK NUT IN POST EN POST & HOLDOWN PER SW SCHED 16d @ 16"OC FASTENER PER FASTENER SCHED IN THIS DETAIL 2x OR 3x PER SW SCHED NON-SHEAR WALL NON-SHEAR WALL 2x END STUD W/ 16d @ 16"OC EN EN PLYWOOD PER SW SCHED, TYP 3x STUD 2x END STUD W/ 16d @ 16"OC 2x STUD PLYWOOD PER SW SCHED, TYP FASTENER SCHEDULE MEMBER SIZE FASTENER SPACING 2x 16d NAILS MATCH EN SPACING 3x 1/4"Ø x5" LAG SCREWS OR 20d NAILS MATCH EN SPACING 1 1/2" MIN AT 2x, 2 1/2" MIN AT 3x EDGE MEMBER PER SW SCHED WHERE PLYWOOD OCCURS THIS SIDE, MATCH EN, EDGE STUD & FASTENER TO OPP SIDE NAILING PER SW SCHED, TYP L PER SCHEDULE (4'-0" MIN) L PER SCHEDULE (4'-0" MIN) SPACING PER SCHEDULE 1/2 NAIL SPACING MIN EDGE DISTANCE, TYP SPLICE LOCATIONS SPLICE PLATE NOTE: WHERE NOTCHES OR DRILLED HOLES IN DOUBLE TOP PLATE OCCUR, SEE TYPICAL HOLES AND NOTCHES IN WOOD, DETAIL 4A / S5.50, FOR REQUIRED STRAPPING.1 1/2" MIN 1" MIN EDGE DISTANCE ELEVATION SECTION SCALE:S5.55 DOUBLE TOP PLATE SPLICE SCHEDULE 2 NONE DOUBLE TOP PLATE SPLICE SCHEDULE MARK MINIMUM PLATE SIZE & MINIMUM GRADE 10d COMMON NAIL SPACING L, MINIMUM SPLICE LENGTH NOTES A (2)-2x4, NO. 2 GRADE 4"OC (12 MINIMUM TOTAL)4'-0"- B (2)-2x4, NO. 2 GRADE 3"OC (16 MINIMUM TOTAL)4'-0"TYPICAL CONDITION, UNO C (2)-2x4, NO. 2 GRADE (2)-ROWS @ 4"OC (24 MINIMUM TOTAL)4'-0"HEAVY SPLICE SEE NOTE D (2)-2x6, NO. 2 GRADE (2)-ROWS @ 4"OC (24 MINIMUM TOTAL)4'-0"TYPICAL CONDITION, UNO E (2)-2x6, NO. 2 GRADE (2)-ROWS @ 3"OC (32 MINIMUM TOTAL)4'-0"HEAVY SPLICE SEE NOTE F (2)-2x6, NO. 2 GRADE (2)-ROWS @ 3"OC (48 MINIMUM TOTAL)6'-0"HEAVY SPLICE SEE NOTE SCALE:S5.55 TYPICAL HOLDOWN ANCHOR AT CONCRETE 4 NONE SILL PLATE PER SHEAR WALL SCHED TOP OF RAISED FLOOR THREADED ROD PER SHEAR WALL SCHEDULE PL5/8 x4"SQ WASHER W/ NUT T&B HOLDOWN TYPE PER SCHED FASTENERS PER HOLDOWN MANUF, TYP POST PER SHEAR WALL SCHEDULE WHERE HOLDOWN USES BOLTS THRU POST, PROVIDE COUNTER-SINK (7/8" MAX) IN TRIM STUD NOT IN POST TRIM STUD WHERE OCCURS EM B E D P E R SH E A R W A L L SC H E D U L E ST E M W A L L AS O C C U R S RA I S E D F L O O R AS O C C U R S B SCALE:S5.55 TYPICAL DRAG STRAPS 5 NONE 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) SIMPSON CMST14 STRAP, UPPER FLOOR SILL LAG SCREWS MAY BE DRILLED THRU CL OF STRAP AS REQD PLYWOOD PER PLAN PROVIDE DBL JOIST AT STRAP CONT 3 1/2" RIM JOIST STUD WALL PER PLAN 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) PROVIDE ALT FACE STRAP WHERE HOLDOWN OCCURS (DO NOT PUNCTURE STRAP W/ HOLDOWN ANCHOR) PLYWOOD PER PLAN CONT RIM JOIST POST PER PLAN 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) 2'-6" (2)-ROWS 10d @ 3 1/2"OC (EVERY OTHER HOLE IN EA ROW) TYP SIMPSON CLIP PER SECTIONS HOLDOWN ANCHOR WHERE OCCURS WHERE FACE STRAP IS USED, ADD 5 SIMPSON CLIPS BETWEEN TYP SIMP CLIPS PER SECTIONS - RIM JOIST TO REMAIN UN-SPLICED WITHIN ADDED CLIPS DBL TOP PLATE FLUSH DRAG BEAM PER PLAN STUD WALL PER PLAN SIMPSON CMST14 STRAP (DO NOT PUNCTURE STRAP W/ HOLDOWN ANCHOR) BN NAILING FOR FULL LENGTH OF JOIST (STRAP NAILING THRU PLYWOOD MAY REPLACE BN NAILING) BN NAILING FOR FULL LENGTH OF BEAM CONDITION A JOIST TO SHEAR WALL DRAG STRAP CONDITION B FLUSH BEAM TO SHEAR WALL DRAG STRAP EM B E D P E R SC H E D SCALE:S5.55 TYPICAL SINGLE-STORY SHEAR WALL ELEVATION, SCHEDULE AND NOTES A NONE 2x SOLID BLOCKING OR 2x STUD CTRD ON PANEL EDGES OR 3x AS REQUIRED, TYP PER PLAN ROOF LEVEL AS OCCURS PER PLAN FLOOR LEVEL INTERMEDIATE NAILING 10d @ 12"OC, TYP HOLDOWN ANCHOR PER SCHEDULE, SEE FOUNDATION PLAN FOR SHEAR WALL TYPE, LENGTH & LOCATIONS 15/32" PLYWOOD W/ 10d @ 6"OC EDGE NAILING & 10d @ 12"OC INTERMEDIATE NAILING, TYP ABOVE & BELOW OPNGS AT INTERIOR & EXTERIOR WALLS TYPICAL SHEAR WALL ELEVATION 1.TYPICAL PLYWOOD SHALL BE 15/32" STRUCTURAL 1, PANEL INDEX 32/16. 2.NAILS SHALL HAVE 3/8" MINIMUM EDGE DISTANCE AND 1 5/8" MINIMUM PENETRATION INTO FRAMING. NAILS SHALL BE 10d COMMON OR GALVANIZED BOX (HOT-DIPPED OR TUMBLED). 3.WHERE NAIL SPACING IS 2"OC AT ADJOINING PLYWOOD EDGES, NAILS SHALL BE STAGGERED. 4.WHERE PLYWOOD IS APPLIED ON BOTH SIDES OF WALL AND FRAMING AT PANEL EDGES IS 2x, PANEL JOINTS AT EITHER SIDE OF WALL SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. WHERE FRAMING IS 3x AT ADJOINING PANEL EDGES, PANEL JOINTS MAY BE OFFSET AS ABOVE OR NAILS ON EACH SIDE SHALL BE STAGGERED. 5.SHEARWALL PANEL NAILING SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNS ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THIS REQUIREMENT. 6.LONG DIMENSION OF PLYWOOD MAY BE USED VERTICALLY OR HORIZONTALLY. 7.WHERE REQUIRED AT HOLDOWN ANCHORS, BOTTOM OF FOOTING SHALL BE LOWERED TO PROVIDE 6" MINIMUM CONCRETE BELOW BOTTOM OF HOLDOWN ANCHOR FOR A DISTANCE OF 2'-0" IN EVERY DIRECTION. 8.FASTENERS IN PRESERVATIVE-TREATED (OTHER THAN ZINC BORATE) OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. 9.PLAIN CARBON STEEL FASTENERS IN ZINC BORATE PRESERVATIVE TREATED WOOD AT INTERIOR , DRY ENVIRONMENTS SHALL BE PERMITTED PER 2304.10.5.1 IN CBC 2016. 10.SEE DETAILS 4 ON SHEET S5.55 FOR HOLDOWN ANCHOR TO CONCRETE. 11.SEE SHEET S5.55 FOR ADDITIONAL SHEAR WALL SECTIONS AND DETAILS. 12.AT NON-SHEAR WALL, SEE WALL SECTIONS FOR SILL ATTACHMENTS AND SIMPSON CLIP SPACING. 13.TOTAL HORIZONTAL LENGTH OF SHEAR WALL PENETRATIONS NOT SHOWN ON STRUCTURAL DRAWINGS IN ANY SINGLE PLYWOOD PANEL SHALL NOT EXCEED 10% OF PANEL LENGTH. MAXIMUM SIZE OF EACH OPENING SHALL NOT EXCEED 4 1/2" IN ANY DIRECTION. NO CUTS OR HOLES IN SHEATHING SHALL BE MADE WITHIN 16" OF CORNERS OR IN SHEAR WALLS LESS THAN OR EQUAL TO 4'-0" IN LENGTH UNLESS REVIEWED BY ENGINEER. SHEAR WALL NOTES PLYWOOD SHEAR PANEL PER SCHEDULE, TYP- SEE FOUNDATION & FRAMING PLANS FOR SHEAR WALL TYPE, LENGTH & LOCATIONS SHEAR WALL SCHEDULE TYPE MARK NUMBER OF SIDES EDGE NAILING (SEE NOTE A) BLOCKING OR STUD WIDTH AT PLYWOOD EDGES (SEE NOTE B) SILL PLATE SIZE AT FOUNDATION SILL PL & RIM JOIST/ BLOCKING ANCHORS SIMPSON A35 OR LTP4 CLIPS SPACING (SEE NOTE C) MINIMUM POST SIZE, EACH END (SEE NOTES D & E) MINIMUM HOLDOWN SIZE, EACH END (SEE NOTES D & E) HOLDOWN ANCHOR DIAMETER & EMBEDMENT DEPTH (SEE NOTE F) A1 1 6"OC 2x 2x 1/4"Ø x6" SDS SCREW @ 15"OC 16"OC 4x4 HDU2 5/8"Ø x12" A2 1 6"OC 2x 2x 1/4"Ø x6" SDS SCREW @ 15"OC 16"OC 6x4 HDU2 5/8"Ø x12" TYPE XX' EDGE NAILING IS REQD AT POST CONNECTED TO HOLDOWN, TYP POST AT HOLDOWN AS REQD PER SCHED EDGE NAILING PER SCHED REQD AT ALL PLYWOOD EDGES, TYP PANEL LENGTH PER NOTE 13 PANEL CORNER PER NOTE 13 1 1 SCHEDULE NOTES: A.FOR PANEL TYPES B, C AND D, PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED. B.AT CONTRACTOR'S OPTION, 4x LUMBER MAY BE SUBSTITUTED FOR ALL NOTED 3x FRAMING AT NO ADDITIONAL COST TO OWNER. C.REFER TO SHEAR WALL TYPE OF THE LEVEL BELOW FOR SIMPSON CLIP SPACING - SEE TYPICAL SHEAR TRANSFER OPTIONS DETAIL FOR LOCATION OF CLIPS. D.WHERE A LARGER SIZE HOLDOWN OR POST SIZE IS NOTED ON PLAN, LARGER POST AND/OR HOLDOWN SHALL BE USED. E.WHERE TWO OR MORE SHEAR WALLS INTERSECT, EACH MAY SHARE A SINGLE POST AND/OR HOLDOWN ASSEMBLY, AND THE LARGER POST AND/OR HOLDOWN ASSEMBLY SHALL BE USED. F.ALL HOLDOWN ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 STEEL. G.A 3GA STEEL PLATE WASHER IS REQUIRED FOR EACH ANCHOR BOLT (3"SQ x3GA FOR 2x4 SHEAR WALLS AND 3"x5"x3GA FOR 2x6 SHEAR WALLS). EDGE OF WASHER SHALL EXTEND TO WITHIN 1/2" OF EDGE OF SILL PLATE ON THE SHEATHING SIDE. CU R B A S OC C U R S B 6" MI N JO I S T O R C O N T RI M A S O C C U R S B WD PROJ. #DRAWN BY:CHECKED DATE 23411 JA EG/SH WESTGROUP DESIGNS, INC.© ISSUED FOR: REGISTRATION/SIGNATURE: SHEET TITLE: SHEET NUMBER: S5.55 REVISIONS: 02/19/25 Renewal Date L ICENSED ARCHITECT STATE OF C A L I FORNI AEXP. 01/23 D C20495 AVID JOR HTIMSNAD TYPICAL WOOD FRAMING DETAILS No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCTPRO G R E S S - NO T F O R P L A N REV I E W H: \ 2 0 2 3 \ 2 3 0 2 2 1 \ 3 _ D r a w i n g s \ D w g s - 0 0 \ 2 3 - 0 2 2 1 - 0 0 _ S 5 . 5 5 T Y P I C A L W O O D F R A M I N G D E T A I L S . d w g P L O T T E D B Y : Je s s e D e l g a d o O N : Au g u s t 8 , 2 0 2 5 BEWLEY STREET RESIDENCE ILLUMINATION FOUNDATION 918 BEWLEY STREET, SANTA ANA, CA 92703 LONG BEACH • SAN DIEGO Project: LONG BEACH OFFICE 3900 Cover Street, Long Beach CA 90808 • 562.985.3200 S T R U C T U R A L E N G I N SREE 23-0221-00 02/19/251 DELTA 1 02/19/25CITY APPROVAL 03/24/252 DELTA 2 3 DELTA B No.3503 L I GNE L S NO B A LAE A L I OFRNIA N E ER I E ET ORPD F E R IR L.KC E TS AT CFO RE G S I S URALTSRUCT Signed: 08/08/2025 03/16/26 03/16/26 STRUCTURAL CALCULATIONS Delta B: ADU Raised Floor and Grade Beams for Illumination Foundation 918 Bewley St Santa Ana, CA 92703 for Westgroup Designs 19520 Jamboree Road Irvine, CA 92612 by MHP, Inc. Structural Engineers Long Beach, California August 8, 2025 MHP JN: 23-0221-00 CALCULATION SHEET SUBJECT: DATE: JOB NO: BY: SHEET: H:\2023\230221\4_Engineering\2025-06-25 (Delta B)\Cover Sheet and TOC\Table of Contents.docx 3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com Table of Contents GENERAL Vertical Load Carrying Framing Design Design Loads .......................................................................................................................................... 1.2 ADU Structure Vertical Load Carrying Framing Design Raised Floor Framing Design ..................................................................................................2.3.1 – 2.3.2 Lateral Load Carrying Framing Design Shear Wall Design Load...........................................................................................................3.1.1 – 3.1.2 Grade Beam Design ................................................................................................................3.2.1 – 3.2.9 Illumination Foundation Aug-2025 23-0221-00 Scope of Work The Illumination Foundation ADU raised floor reconfiguration scope of work includes the design of the raised floor framing as well as the grade beams below the walls. The raised floor will consist of 2x12 wood joists at 16"OC. The foundation system will consist of 24"x24" grade beams that are designed to support the overturning moment from the shear walls. CALCULATION SHEET SUBJECT: DATE: JOB NO: BY: SHEET: Design Loads Total Seismic Mass:20.0 psf 14.0 psf Partitions Stucco soffits Mechanical units Future solar panels per CAL Green 5.0 Seismic Mass Adjustments Total Gravity Load (DL + LL):35.0 psf 54.0 psf Live Load (reducible) Live Load (non-reducible) 20.0 40.0 Partitions Total Gravity Load (DL):15.0 psf 14.0 psf Misc. 3.4 3.9 Additional Project Specific Materials Additional Project Specific Materials Additional Project Specific Materials Additional Project Specific Materials Tile Flooring 5.0 Wood Framing 3.6 1/2" Plywood 1.5 1 layer gyp board clg 2.8 Mech/Elec/Plumb 1.0 Sprinklers 1.0 Wood Framing 2.1 1/2" Plywood 1.5 Insulation 2.0 Roof Substrate Single ply membrane Roofing (1 re-roofing) 1.2 Illumination Foundation Jun-25 23-0221-00 MATERIAL Roof Raised Floor LOCATION H:\2023\230221\4_Engineering\Project Criteria (CBC 2022) 3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com 01/09 1.2 Wood Beam LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:FJ1 - Floor Joist Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-22 / IBC 2024 (L<=100psf) 2x12 Span = 11.50 ft 1 2 D(0.4) D(0.01866) L(0.05332) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft Point Load : D = 0.40 k @ 9.750 ft, (Refrigerator) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.685: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.547 ft 62.60 psi= = 900.00 psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.348 : 1 10.577 ft= = 616.26 psi Maximum Deflection 1861 <360 989 Ratio =0 <180 Max Downward Transient Deflection 0.074 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.140 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.50 ft 1 0.375 0.245 0.90 1.000 1.001.00 1.00 0.80 304.2 810.0 0.45 162.01.00 39.71.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.685 0.348 1.00 1.000 1.001.00 1.00 1.62 616.3 900.0 0.70 180.01.00 62.61.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.475 0.253 1.25 1.000 1.001.00 1.00 1.41 534.7 1,125.0 0.64 225.01.00 56.91.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 2.3.1 Wood Beam LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:FJ1 - Floor Joist Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 11.50 ft 1 0.127 0.083 1.60 1.000 1.001.00 1.00 0.48 182.5 1,440.0 0.27 288.01.00 23.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.1395 5.960 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.496 0.774 Max Upward from Load Combinations 0.496 0.774 Max Upward from Load Cases 0.307 0.467 D Only 0.189 0.467 +D+L 0.496 0.774 +D+0.750L 0.419 0.697 +0.60D 0.114 0.280 L Only 0.307 0.307 2.3.2 (2)-A35 Clips @ EA End Pmax = 774lb Pallow = 2(590lb) = 1180lb > 774lb --> OK CALCULATION SHEET SUBJECT:DATE:JOB NO: BY:SHEET: C:\Users\sfigueria\Documents\Blank Calc Sht1 3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com Illumination Foundation 23-0221-0010/23 Lateral Lateral Key Plan - ADU RE F (N) BEDROOM 2 (N) BATHROOM (N) BR SN.01 SN.01 SN.01 SN.01 SN.01 (N) KITCHEN 4 3 2 1 D D D D D A A A B B B A A 5' - 1 3 / 4 " 39 ' - 5 1 / 2 " 11' - 2 1/2" 12 ' - 1 0 1 / 4 " 13 ' - 6 " 13 ' - 1 1 / 4 " 11' - 2 1/2" 13 ' - 1 3 / 4 " 7' - 3 3 / 4 " 9' - 0 1 / 4 " 9' - 1 1 3 / 4 " 2' - 0 1 / 4 " 1' - 6 3 / 4 " 2' - 6 " 1' - 1 1 3 / 4 " 2' - 6 " A A A B C 3' - 6 1 / 4 " 4' - 0 1 / 4 " 4' - 4 " 3' - 5 1 / 4 " 6' - 1 3/4" SHEET KEYNOTES SN# DESCRIPTION SN.01 NEW WINDOW SN.03 (E) SKYLIGHT TO REMAIN SN.04 NEW ROOF TO MATCH EXISTIN 3. USE MOISTURE RESISTANT GYPSUM BO 4. PROVIDE MINIMUM GYPSUM BOARD FUR SUSPENDED CEILING. 5. PREPARE EXISTING AND NEW SURFACE SURFACES SHALL BE FREE FROM ADHE OF THE FINISH MANUFACTURERS INSTA 6. PROVIDE METAL TRIM OR CASING AT AL SURFACES WHERE IT TERMINATES OR 7. PROVIDE METAL CORNER BEAD AT ALL BOARD SURFACES UNLESS NOTED OTH 8. PRIOR TO INSTALLATION, FIRE AUTHOR VERIFY LOCATIONS AND TYPES OF FIRE 9. PROVIDE BACKING FOR ALL WALL MOUN COORDINATE WITH ARCHITECT FOR AN LEGEND FLOOR / FOUNDATION PLAN 11'-2" 11'-2" 2'-8"4'-8" h=7.5' L=2.5' Lred=1.67' L=4.5' L=10.5' L=10.5' L=12.5'13 ' - 6 " 3' - 1 " L=3' Lred=2.4' L=16.5' 16 ' - 1 1 " L=11' 11 ' - 0 " 10 ' - 0 " L=8' A B C 1 2 13 ' - 0 " 26 ' - 6 " wall lengths reduced in latest arch backgrounds. Lengths listed are up-to-date. 3.1.1 3.1.1 EW NS NS B C 2 2 CALCULATION SHEET SUBJECT:DATE:JOB NO: BY:SHEET: C:\Users\sfigueria\Documents\Blank Calc Sht1 3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com Illumination Foundation 23-0221-0010/23 Lateral Lateral Design - ADU 3.1.2 3.1.2 Grade Beam B Wind Governs 1.58k(7.5ft) = 11.85k-ft Grade Beam C Wind Governs 1.06k(7.5ft) = 7.95k-ft Grade Beam 2 Seismic Governs 0.63k(7.5ft) = 4.73k-ft CALCULATION SHEET SUBJECT:DATE:JOB NO: BY:SHEET: C:\Users\sfigueria\Documents\Blank Calc Sht1 3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com 3.2.1 Illumination Foundation Load Transfer to Grade Beam Aug-2025 EG 23-0221-00 1/4"Ø x 6" Lag Screw @ 8"OC Vmax = 351plf*8"OC = 234lb (See Shear Wall B) Vallow = 1.6(150lb) = 240lb > 234lb --> OK 1/4"Ø x 6" SDS Screw @ 15"OC Vmax = 351plf*15"OC = 439lb Vallow = 1.6(350lb) = 560lb > 439lb --> OK A35 Clips @ 8"OC Vmax = 351plf*16"OC = 468lb Vallow = 590lb > 468lb --> OK Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - 2 (NS) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =115.740 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#4 at 3.0 in from Bottom, from 0.0 to 39.0 ft in this span 3-#4 at 3.0 in from Top, from 0.0 to 39.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 5.750 ft, (Gravity (Floor)) Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 5.750 ft, (Gravity (Roof)) Moment : E = 1.990 k-ft, Location = 11.250 ft from left end of this span, (Gravity (Roof)) Moment : E = 2.740 k-ft, Location = 27.667 ft from left end of this span, (Gravity (Roof)) .Design OK OK : 1 atksf ft ksf ft k-ft k-ft in in in in DESIGN SUMMARY Maximum Bending Stress Ratio =0.025 Load Combination +1.20D+L+E Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.546 19.50 LdComb: +D+L Allowable Soil Pressure =1.50 Location of maximum on span 27.529 Mn * Phi : Allowable 61.624 Typical SectionSection used for this span Mu : Applied -1.536 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 Max Upward L+Lr+S Deflection 0.000 Max Downward Total Deflection 0.033 Max Upward Total Deflection 0.017 .Shear Stirrup Requirements Entire Beam Span Length : Ties Not Req'd, Stirrups are not required. .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 27.988 1.13 61.62 0.02 3.2.2 Half of the floor/roof joist span 11.5'/2 = 5.75' subgrade reaction = 200kcf = 115.75psi/in Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - 2 (NS) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span +1.40D Span # 1 1 38.541 -0.00 61.62 0.00 +1.20D+1.60L Span # 1 1 38.541 -0.00 61.62 0.00 +1.20D+L Span # 1 1 38.541 -0.00 61.62 0.00 +1.20D Span # 1 1 38.541 -0.00 61.62 0.00 +0.90D Span # 1 1 38.541 -0.00 61.62 0.00 +1.20D+L+E Span # 1 1 27.988 1.12 61.62 0.02 +0.90D+E Span # 1 1 27.988 1.13 61.62 0.02 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0328 19.500 0.0000 0.000 .Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +1.20D+1.60L 1 0.00 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 0.46 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 0.92 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 1.38 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 1.84 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 2.29 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 2.75 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 3.21 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 3.67 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 4.13 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 4.59 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 5.05 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 5.51 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 5.96 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 6.42 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 6.88 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 7.34 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 7.80 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 8.26 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 8.72 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 9.18 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 9.64 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 10.09 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 10.55 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 11.01 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 11.47 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 11.93 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 12.39 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 12.85 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 13.31 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 13.76 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 14.22 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 14.68 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 15.14 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 15.60 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 16.06 21.00 0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 16.52 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 16.98 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 17.44 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 17.89 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 18.35 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 18.81 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 19.27 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 19.73 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 20.19 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 20.65 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 21.11 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No 3.2.3 Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - 2 (NS) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +1.20D+1.60L 1 21.56 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 22.02 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 22.48 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 22.94 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 23.40 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 23.86 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 24.32 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 24.78 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 25.24 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 25.69 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 26.15 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 26.61 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 27.07 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 27.53 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 27.99 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 28.45 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 28.91 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 29.36 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 29.82 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 30.28 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 30.74 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 31.20 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 31.66 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 32.12 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 32.58 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 33.04 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 33.49 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 33.95 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 34.41 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 34.87 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 35.33 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 35.79 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 36.25 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 36.71 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 37.16 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 37.62 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 38.08 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No +1.20D+1.60L 1 38.54 21.00 0.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.022No 3.2.4 Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - B (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =115.740 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#4 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span 3-#4 at 3.0 in from Top, from 0.0 to 11.50 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft, (Gravity (Floor)) Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 2.0 ft, (Gravity (Roof)) Moment : W = 11.250 k-ft, Location = 8.250 ft from left end of this span, (Gravity (Roof)) .Design OK OK : 1 atksf ft ksf ft k-ft k-ft in in in in DESIGN SUMMARY Maximum Bending Stress Ratio =0.143 Load Combination +1.20D+L+W Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.557 11.50 LdComb: W Only Allowable Soil Pressure =1.50 Location of maximum on span 8.118 Mn * Phi : Allowable 61.624 Typical SectionSection used for this span Mu : Applied -8.818 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 Max Upward L+Lr+S Deflection 0.000 Max Downward Total Deflection 0.033 Max Upward Total Deflection 0.003 .Shear Stirrup Requirements Entire Beam Span Length : Ties Not Req'd, Stirrups are not required. .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 8.253 2.26 61.62 0.04 +1.40D 3.2.5 Floor joists @ 16"OC Roof joists @ 12"OC Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - B (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+1.60L Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+L Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+0.50W Span # 1 1 8.253 1.13 61.62 0.02 +1.20D+L+W Span # 1 1 8.253 2.26 61.62 0.04 +0.90D+W Span # 1 1 8.253 2.26 61.62 0.04 +0.90D Span # 1 1 11.365 -0.00 61.62 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0334 11.500 0.0000 0.000 .Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +1.20D+1.60L 1 0.00 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No +0.90D+W 1 0.14 21.00 -0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No +0.90D+W 1 0.27 21.00 -0.12 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.008No +0.90D+W 1 0.41 21.00 -0.18 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.013No +0.90D+W 1 0.54 21.00 -0.24 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.017No +0.90D+W 1 0.68 21.00 -0.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.021No +0.90D+W 1 0.81 21.00 -0.35 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.025No +0.90D+W 1 0.95 21.00 -0.41 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.029No +0.90D+W 1 1.08 21.00 -0.46 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.033No +0.90D+W 1 1.22 21.00 -0.52 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.037No +0.90D+W 1 1.35 21.00 -0.57 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.040No +0.90D+W 1 1.49 21.00 -0.62 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.044No +0.90D+W 1 1.62 21.00 -0.67 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.047No +0.90D+W 1 1.76 21.00 -0.71 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.051No +0.90D+W 1 1.89 21.00 -0.76 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.054No +0.90D+W 1 2.03 21.00 -0.80 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.057No +0.90D+W 1 2.16 21.00 -0.84 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.060No +0.90D+W 1 2.30 21.00 -0.89 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.063No +0.90D+W 1 2.44 21.00 -0.93 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.066No +0.90D+W 1 2.57 21.00 -0.96 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.068No +0.90D+W 1 2.71 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 2.84 21.00 -1.03 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.073No +0.90D+W 1 2.98 21.00 -1.07 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.076No +0.90D+W 1 3.11 21.00 -1.10 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.078No +0.90D+W 1 3.25 21.00 -1.13 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.080No +0.90D+W 1 3.38 21.00 -1.16 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.082No +0.90D+W 1 3.52 21.00 -1.19 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.084No +0.90D+W 1 3.65 21.00 -1.21 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.086No +0.90D+W 1 3.79 21.00 -1.24 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.088No +0.90D+W 1 3.92 21.00 -1.26 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.089No +0.90D+W 1 4.06 21.00 -1.28 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.091No +0.90D+W 1 4.19 21.00 -1.30 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.092No +0.90D+W 1 4.33 21.00 -1.32 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.094No +0.90D+W 1 4.46 21.00 -1.34 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.095No +0.90D+W 1 4.60 21.00 -1.35 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.096No +0.90D+W 1 4.74 21.00 -1.37 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.097No +0.90D+W 1 4.87 21.00 -1.38 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.098No +0.90D+W 1 5.01 21.00 -1.39 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.099No +0.90D+W 1 5.14 21.00 -1.40 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.099No +0.90D+W 1 5.28 21.00 -1.41 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.100No +0.90D+W 1 5.41 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.100No +0.90D+W 1 5.55 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 5.68 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 5.82 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 5.95 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 6.09 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 6.22 21.00 -1.42 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.101No +0.90D+W 1 6.36 21.00 -1.41 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.100No 3.2.6 Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - B (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +0.90D+W 1 6.49 21.00 -1.41 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.100No +0.90D+W 1 6.63 21.00 -1.40 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.099No +0.90D+W 1 6.76 21.00 -1.39 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.099No +0.90D+W 1 6.90 21.00 -1.38 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.098No +0.90D+W 1 7.04 21.00 -1.36 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.097No +0.90D+W 1 7.17 21.00 -1.35 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.096No +0.90D+W 1 7.31 21.00 -1.33 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.094No +0.90D+W 1 7.44 21.00 -1.31 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.093No +0.90D+W 1 7.58 21.00 -1.29 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.092No +0.90D+W 1 7.71 21.00 -1.27 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.090No +0.90D+W 1 7.85 21.00 -1.25 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.088No +0.90D+W 1 7.98 21.00 -1.22 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.087No +0.90D+W 1 8.12 21.00 -1.19 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.085No +0.90D+W 1 8.25 21.00 -1.16 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.083No +0.90D+W 1 8.39 21.00 -1.13 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.080No +0.90D+W 1 8.52 21.00 -1.10 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.078No +0.90D+W 1 8.66 21.00 -1.07 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.076No +0.90D+W 1 8.79 21.00 -1.03 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.073No +0.90D+W 1 8.93 21.00 -0.99 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 9.06 21.00 -0.95 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.067No +0.90D+W 1 9.20 21.00 -0.91 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.064No +0.90D+W 1 9.34 21.00 -0.87 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.061No +0.90D+W 1 9.47 21.00 -0.82 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.058No +0.90D+W 1 9.61 21.00 -0.77 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.055No +0.90D+W 1 9.74 21.00 -0.72 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.051No +0.90D+W 1 9.88 21.00 -0.67 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.048No +0.90D+W 1 10.01 21.00 -0.62 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.044No +0.90D+W 1 10.15 21.00 -0.57 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.040No +0.90D+W 1 10.28 21.00 -0.51 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.036No +0.90D+W 1 10.42 21.00 -0.45 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.032No +0.90D+W 1 10.55 21.00 -0.39 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.028No +0.90D+W 1 10.69 21.00 -0.33 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.023No +0.90D+W 1 10.82 21.00 -0.27 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.019No +0.90D+W 1 10.96 21.00 -0.20 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.014No +0.90D+W 1 11.09 21.00 -0.13 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.009No +0.90D+W 1 11.23 21.00 -0.06 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.005No +1.20D+1.60L 1 11.36 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No 3.2.7 Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - C (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =115.740 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#4 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span 3-#4 at 3.0 in from Top, from 0.0 to 11.50 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft, (Gravity (Floor)) Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 2.0 ft, (Gravity (Roof)) Moment : W = 7.950 k-ft, Location = 5.750 ft from left end of this span, (Gravity (Roof)) .Design OK OK : 1 atksf ft ksf ft k-ft k-ft in in in in DESIGN SUMMARY Maximum Bending Stress Ratio =0.063 Load Combination +1.20D+L+W Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.468 11.50 LdComb: W Only Allowable Soil Pressure =1.50 Location of maximum on span 5.682 Mn * Phi : Allowable 61.624 Typical SectionSection used for this span Mu : Applied -3.905 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 Max Upward L+Lr+S Deflection 0.000 Max Downward Total Deflection 0.028 Max Upward Total Deflection 0.007 .Shear Stirrup Requirements Entire Beam Span Length : Ties Not Req'd, Stirrups are not required. .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 5.818 3.90 61.62 0.06 +1.40D 3.2.8 Floor joists @ 16"OC Roof joists @ 12"OC Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - C (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+1.60L Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+L Span # 1 1 11.365 -0.00 61.62 0.00 +1.20D+0.50W Span # 1 1 5.818 1.95 61.62 0.03 +1.20D+L+W Span # 1 1 5.818 3.90 61.62 0.06 +0.90D+W Span # 1 1 5.818 3.90 61.62 0.06 +0.90D Span # 1 1 11.365 -0.00 61.62 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0281 11.500 0.0000 0.000 .Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +1.20D+1.60L 1 0.00 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No +1.20D+1.60L 1 0.14 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No +0.90D+W 1 0.27 21.00 -0.08 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.005No +0.90D+W 1 0.41 21.00 -0.12 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.009No +0.90D+W 1 0.54 21.00 -0.16 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.012No +0.90D+W 1 0.68 21.00 -0.21 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.015No +0.90D+W 1 0.81 21.00 -0.25 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.018No +0.90D+W 1 0.95 21.00 -0.29 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.021No +0.90D+W 1 1.08 21.00 -0.33 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.023No +0.90D+W 1 1.22 21.00 -0.37 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.026No +0.90D+W 1 1.35 21.00 -0.40 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.029No +0.90D+W 1 1.49 21.00 -0.44 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.031No +0.90D+W 1 1.62 21.00 -0.48 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.034No +0.90D+W 1 1.76 21.00 -0.51 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.036No +0.90D+W 1 1.89 21.00 -0.54 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.038No +0.90D+W 1 2.03 21.00 -0.57 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.041No +0.90D+W 1 2.16 21.00 -0.60 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.043No +0.90D+W 1 2.30 21.00 -0.63 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.045No +0.90D+W 1 2.44 21.00 -0.66 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.047No +0.90D+W 1 2.57 21.00 -0.69 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.049No +0.90D+W 1 2.71 21.00 -0.72 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.051No +0.90D+W 1 2.84 21.00 -0.74 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.052No +0.90D+W 1 2.98 21.00 -0.76 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.054No +0.90D+W 1 3.11 21.00 -0.79 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.056No +0.90D+W 1 3.25 21.00 -0.81 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.057No +0.90D+W 1 3.38 21.00 -0.83 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.059No +0.90D+W 1 3.52 21.00 -0.85 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.060No +0.90D+W 1 3.65 21.00 -0.87 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.061No +0.90D+W 1 3.79 21.00 -0.88 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.063No +0.90D+W 1 3.92 21.00 -0.90 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.064No +0.90D+W 1 4.06 21.00 -0.91 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.065No +0.90D+W 1 4.19 21.00 -0.93 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.066No +0.90D+W 1 4.33 21.00 -0.94 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.067No +0.90D+W 1 4.46 21.00 -0.95 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.067No +0.90D+W 1 4.60 21.00 -0.96 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.068No +0.90D+W 1 4.74 21.00 -0.97 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.069No +0.90D+W 1 4.87 21.00 -0.98 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.069No +0.90D+W 1 5.01 21.00 -0.98 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 5.14 21.00 -0.99 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 5.28 21.00 -0.99 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 5.41 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 5.55 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 5.68 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 5.82 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 5.95 21.00 -1.00 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.071No +0.90D+W 1 6.09 21.00 -0.99 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 6.22 21.00 -0.99 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No +0.90D+W 1 6.36 21.00 -0.98 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.070No 3.2.9 Beam on Elastic Foundation LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Grade Beam - C (EW) Project File: 23-0221-00 - Revised ADU.ec6 Project Title:Illumination Foundation Engineer: Project ID:23-0221-00 Project Descr: Detailed Shear Information Load Combination VuSpanDistance'd'Vu / Provision Vc Eqnĭ VcSpacing (ft)(k)(in)(T22.5.5.1)Req'd (in)Number ĭ Vn Spacing (k)(k) ĭ Vs ĭ Vn (k) Av, min Req'd? +0.90D+W 1 6.49 21.00 -0.98 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.069No +0.90D+W 1 6.63 21.00 -0.97 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.069No +0.90D+W 1 6.76 21.00 -0.96 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.068No +0.90D+W 1 6.90 21.00 -0.95 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.067No +0.90D+W 1 7.04 21.00 -0.94 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.067No +0.90D+W 1 7.17 21.00 -0.93 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.066No +0.90D+W 1 7.31 21.00 -0.91 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.065No +0.90D+W 1 7.44 21.00 -0.90 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.064No +0.90D+W 1 7.58 21.00 -0.88 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.063No +0.90D+W 1 7.71 21.00 -0.87 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.061No +0.90D+W 1 7.85 21.00 -0.85 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.060No +0.90D+W 1 7.98 21.00 -0.83 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.059No +0.90D+W 1 8.12 21.00 -0.81 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.057No +0.90D+W 1 8.25 21.00 -0.79 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.056No +0.90D+W 1 8.39 21.00 -0.76 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.054No +0.90D+W 1 8.52 21.00 -0.74 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.052No +0.90D+W 1 8.66 21.00 -0.72 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.051No +0.90D+W 1 8.79 21.00 -0.69 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.049No +0.90D+W 1 8.93 21.00 -0.66 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.047No +0.90D+W 1 9.06 21.00 -0.63 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.045No +0.90D+W 1 9.20 21.00 -0.60 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.043No +0.90D+W 1 9.34 21.00 -0.57 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.041No +0.90D+W 1 9.47 21.00 -0.54 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.038No +0.90D+W 1 9.61 21.00 -0.51 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.036No +0.90D+W 1 9.74 21.00 -0.48 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.034No +0.90D+W 1 9.88 21.00 -0.44 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.031No +0.90D+W 1 10.01 21.00 -0.40 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.029No +0.90D+W 1 10.15 21.00 -0.37 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.026No +0.90D+W 1 10.28 21.00 -0.33 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.023No +0.90D+W 1 10.42 21.00 -0.29 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.021No +0.90D+W 1 10.55 21.00 -0.25 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.018No +0.90D+W 1 10.69 21.00 -0.21 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.015No +0.90D+W 1 10.82 21.00 -0.16 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.012No +0.90D+W 1 10.96 21.00 -0.12 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.009No +0.90D+W 1 11.09 21.00 -0.08 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.005No +1.20D+1.60L 1 11.23 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No +1.20D+1.60L 1 11.36 21.00 0.05 N/A 14.10 0.00 14.10 Eqn (c)Ties Not Req'd0.004No 3.2.10