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REVIEWED SUB1 BLD2022-0076+STRUCTURAL PLANS +3.16.2022_10.30.16_AM+2740829GENERAL ABBREVIATIONS A.B. ANCHOR BOLT EL. ELEVATION O.F. OUTSIDE FACE ABV. ABOVE ENG. ENGINEER O.H. OPN'G OVERHANG OPENING ADD'L ADDITIONAL EQ. EQUAL ORNT. ORIENTATE(ION) ADJ. ADJACENT E.S. EACH SIDE ALT. ALTERNATE EXIST. EXISTING P.A POST ABOVE APPRX. APPROXIMATE EXT. EXTERIOR P.B POST BELOW ARCH. ARCHITECTURAL FIFE FINISHED FLOOR ELEVATION PAR. PARALLEL @ AT FAB. FABRICATION PERP. PERPENDICULAR B. BOTTOM FND. FOUNDATION PL. PLATE BEL. BELOW FIN. FINISH(ED) QTY. QUANTITY BLDG. BUILDING FLG. FLANGE REF. REFERENCE BNDRY. BOUNDARY FLR. FLOOR REQ'D REQUIRED B.O. BOTTOM OF... F.O. FACE OF... R.O. ROUGH OPENING BRDG. BRIDGE(ING) FRM'G FRAMING SCHD. SCHEDULE BRIG. BEARING F.S. FAR SIDE SHT. SHEET B/W BETWEEN FTG. FOOTING SIM. SIMILAR CANT. CANTILEVER(ED) GB GRADE BEAM SKW. SKEW(ED) C.G. CENTER OF GRAVITY GIRD. GRADE SPC. SPACING CENTERLINE GWB GYPSUM WALL BOARD SQ. SQUARE CLR. CLEAR HDR. HEADER STD. STANDARD COL. COLUMN HORZ. HORIZONTAL STGR. STAGGER CONN. CONNECTION I.F. INSIDE FACE STIFF. STIFFENER CONST. CONSTRUCTION INT. INTERIOR STL. STEEL CONT. CONTINUOUS JST. JOIST STRUC. STRUCTURE(AL) CTSK. COUNTERSINK K KIPS (1000 POUNDS) SYM. SYMETRICAL DBL. DOUBLE LAT. LATERAL T. TOP 0, DIA. DIAMETER L.F. LINEAL FEET THIRD. THREADED) DIAG. DIAGONAL MAT'L MATERIAL TMPRY. TEMPORARY DIAPH. DIAPHRAGM M.B. MACHINE BOLT (A307) T.O. TOP OF... do DITTO (DO OVER) M.D. MID -DEPTH TRANS. TRANSVERSE D DEPTH MFR. MANUFACTURER TYP. TYPICAL DWG. DRAWING MTL. METAL UBC UNIFORM BUILDING CODE DWL. DOWEL (N) NEW MEMBER U.N.O. UNLESS OTHERWISE NOTED (E) EXISTING MEMBER N.S. NEAR SIDE VERT. VERTICAL EA. EACH N.T.S. NOT TO SCALE VFY. VERIFY E.F. EACH FACE O.C. ON CENTER W/ WITH W.P. WORK POINT CONCRETE & MASONRY ABBREVIATIONS C.I.P. CAST IN PLACE EMBD. EMBED(DMENT) P/T POST TENSIONED C.J. CONTROL JOINT JT. JOINT REINF. REINFORCEMENT CMU CONC. MASONRY UNIT LT. WT. LIGHT WEIGHT STIR. STIRRUP CONC. CONCRETE MAS. MASONRY WWF WELDED WIRE FABRIC E.J. EXPANSION JOINT P/C PRECAST CONCRETE STEEL ABBREVIATIONS B.F. BRACED FRAME LLH LONG LEG HORIZONTAL WTS WELDED THREADED STUD CID COMPLETE PENETRATION LLV LONG LEG VERTICAL X-STG EXTRA STRONG GA. GAGE MRF MOMENT RESISTING FRAME XX-STG DOUBLE EXTRA STRONG GALV. GALVANIZED WHS WELDED HEADED STUD HSB HIGH STRENGTH BOLT WOOD ABBREVIATIONS B.N. BOUNDARY NAIL HGR. HANGER P.T. PRESSURE TREAT(ED) CAM. CAMBER ED) L.S. LAG SCREW SHTG SHEATHING d PENNY NAILS) LDGR. LEDGER SS SELECT STRUCTURAL D.F. DOUGLAS FIR LSL TIMBER STRAND BEAM T&G TONGUE AND GROOVE E.N. EDGE NAIL LVL MICROLLAM BEAM TJ TRUSS JOIST MACMILLAN F.N. FACE NAIL PLYWD. PLYWOOD T.N. TOE NAIL GLB GLUE -LAMINATED BEAM PSL PARALLAM BEAM H.F. HEM -FIR TYPICAL NAILING SCHEDULE CONNECTION COMMON OR BOX NAILING 1 • JOIST TO SILL OR GIRDER, TOENAIL------------------3 - 8d 2. BRIDGING TO JOIST, TOENAIL EACH END ----------------2 - 8d 3. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d @ 16" O.C. 4. TOP PLATE TO STUD, END NAIL--------------------2 - 16d 5. STUD TO SOLE PLATE - - - - - - - - - - - - - - - - - - - - 4 - 8d TOENAIL OR 2 - 16d END NAIL 6. DOUBLE STUDS, FACE NAIL------------------16d @ 24" O.C. 7. DOUBLE TOP PLATE, FACE NAIL 16d @ 16" O.C. 8. TOP PLATE, LAPS AND INTERSECTIONS, FACE NAIL-------- 2 - 16d 9. CONTINUOUS HEADER, TWO PIECES --------------16d @ 16" O.C. ALONG EACH EDGE 10. CEILING JOISTS TO PLATE, TOENAIL --------------------3 - 8d 11, RAFTER OR TRUSS TO PLATE, TOENAIL -----------------3 - 8d 12. BUILT - UP CORNER STUDS ------------------16d @ 24" O.C. 13. BUILT - UP GIRDER AND BEAMS ---------------16d @ 12" O.C. 14. SOLID BLOCKING TO SUPPORTS, TOENAIL 16d @ 12" O.C. 15. POST AND BEAM OR GIRDER CONSTRUCTION PROVIDE POSITIVE CONNECTION AGAINST UPLIFT AND LATERAL DISPLACEMENT TYPICAL NAILING SCHEDULE SHEAR WALL SCHEDULE PANEL PANEL EDGE FASTEN DOUBLE BOTTOM PLATE AND SILL PLATE ATTACHMENT BOTTOM PLATE SILL SILL PLATE 13 MARK SHEATHING EDGE NAIL TOP PLATE TO FRAMING (STAGGERED) FRAMING ABOVE NAILING TO PLATE ANCHORING FRAMING BELOW TO CONCRETE 1 7/16" PLY. or O.S.B. ONE SIDE 2x STUD 8d @ Co.c. A35 CLIPS @ 18"o.c. TO 16d @ Co.c. 2X 5/8" 0 0 0" A.B. @ 48"o.c. 241 SINGLE ROW BLK'G OR JOIST A 7/16" PLY. or O.S.B. ONE SIDE / 2x STUD 8d @ 4"o.c. A35 CLIPS @ 12"o.c. TO 16d @ 4"o.c. 2X 5/8"0 x10" A.B. @ 32"o.c. 350 SINGLE ROW BLK'G OR JOIST 3 7/16" PLY. or O.S.B. ONE SIDE 3x STUD 8d @ 3"o.c. A35 CLIPS @ 8"o.c. TO 16d @ 3"o.c. 2X 5/8"� x10" A.B. @ 16"o.c. 455 SINGLE ROW BLK'G OR JOIST A TWO ROWS LTP4 CLIPS TWO ROWS 7/16" PLY. or O.S.B. TWO SIDES 1 3X STUD 8d @ 3"o.c. @ 9" OC TO DBL ROW 16d @ 3" OC 3X 5/8"0 02" A.B. @ 16"o.c. 910 1 1 1 BLKG OR JOIST U.N.O. SHEARWALL NOTES: 1.A INDICATES SHEAR WALL TYPE PER SHEARWALL SCHEDULE AND PLAN. INDICATES SHEAR WALL CAPACITY (Ibs./ft.) 2. SHEARWALL PLYWOOD & NAILING CONTINUES FOR FULL LENGTH OF WALL SECTION U.N.O. 3. ALL ANCHOR BOLTS SHALL HAVE 3" x 3" x 0.229" HOT DIPPED GALVANIZED PLATE WASHERS. 4. SOLID BLOCK ALL UNSUPPORTED PANEL EDGES PER SHEAR WALL SCHEDULE. 5. NAILING APPLIES TO ALL PANEL EDGES, TOP AND BOTTOM PLATES AND EDGE BLOCKING. 6. STAGGER EDGE NAILING AT ABUTTING PLYWOOD EDGES. 7. USE 8d (2 1 /2" X 0.131 " COMMON NAILS) 8. FIELD NAIL PLYWOOD SHEAR WALLS W/ 8d @ 12"o.c.. 9. PROVIDE SOLID BLOCKING, DOUBLE FLOOR JOISTS OR BEAM PER PLAN UNDER ALL SHEAR WALLS 10. FACE NAIL PLYWOOD TO EACH MULTIPLE STUD AT HOLDOWN LOCATIONS WITH SAME EDGE NAILING PATTERN. 11. SEE GENERAL STRUCTURAL NOTES SHEET S1. 12. AT TWO SIDED PLYWOOD SHEARWALL, ALTERNATE ABUTTING PANEL EDGES ON EACH SIDE OF THE WALL TO FALL ON DIFFERENT FRAMING MEMBERS. 13. AT EXISTING CONCRETE ANCHOR BOLTS CAN BE SUBSTITUTED WITH 5/8" DIAMETER EXPANSION BOLTS WITH 7" MIN EMBEDMENT AT THE SAME SPACING AS SPECIFIED FOR ANCHOR BOLTS. TYPICAL ROOF SHEATHING AT ADDITION 1/2" CDX PLYWOOD, INDEX 32/16, UNBLOCKED, LAID UP W/ FACE GRAIN PERPENDICULAR TO FRAMING BELOW, STAGGER END JOINTS. NAIL AS FOLLOWS: DIAPHRAGM BOUNDARY AND OVER EXTERIOR WALLS AND SHEARWALLS 8d @ 6"o.c. ALL SUPPORTED EDGES 8d @ 6"o.c. -------------------- FIELD 8d @ 12"o.c. ----------------------------------- NOTE: ROOF SHEATHING TO CONTINUE UNDER ROOF OVERFRAMING. TYPICAL FLOOR SHEATHING AT ADDITION 3/4" T&G, CDX PLYWOOD, INDEX 40/20, UNBLOCKED, LAID UP W/ FACE GRAIN PERPENDICULAR TO FRAMING BELOW, STAGGER END JOINTS. NAIL AS FOLLOWS: DIAPHRAGM BOUNDARY AND OVER EXTERIOR WALLS AND SHEARWALLS8d @ 6"o.c. ALL SUPPORTED EDGES 8d @ 6"o.c. -------------------- FIELD 8d @ 10"o.c. 21. PLYWOOD SHEATHING SHALL BE GRADE C-D. EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH I.B.C. STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. 22. ALL WOOD COLUMNS, PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH AN A.W.P.A. APPROVED PRESERVATIVE. 23. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-C-2021 EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ON -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH U SERIES HANGERS. ALL TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH U-SERIES HANGERS. 24. ALL WOOD FRAMING DETAILS - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS. A. MINIMUM NAILING REQUIREMENTS: UNLESS OTHERWISE NOTED, MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLE 2304.10.1 OF THE I.B.C. C. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND DOUBLE JOINT HEADERS AND DOUBLE JOISTS EACH SIDE OF ALL OPENINGS IN FLOORS AND ROOFS UNLESS DETAILED OTHERWISE. COORDINATE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. D. PROVIDE (2) 2x10 HEADERS OVER AND DOUBLE STUDS EACH SIDE OF ALL OPENINGS IN STUD BEARING WALLS NOT DETAILED OTHERWISE. E. PROVIDE SOLID BLOCKING FOR WOOD COLUMNS AND MULTIPLE STUD POSTS THROUGH FLOORS TO SUPPORTS BELOW. F. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. G. TRUSS MANUFACTURE TO PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AND TRUSS LATERAL BRACING. I. WALL FRAMING ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16"o.c. AT INTERIOR WALLS AND 2x6 @ 16"o.c. AT EXTERIOR WALLS. J. USE FULL LENGTH STUDS (BALLOON FRAME) ON EXTERIOR WALLS AT STAIRWAYS AND AT VAULTED CEILINGS. K. INDIVIDUAL MEMBERS OF BUILT-UP POSTS AND BEAMS SHALL EACH BE ATTACHED WITH 16d NAILS AT 12" o.c. STAGGERED. L. ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"o.c. STAGGERED UNLESS SHOWN OTHERWISE. M. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE I.B.C. N. ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 6" o.c. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 6'-0"o.c. UNLESS SHOWN OTHERWISE. 0. PLYWOOD NAILING: (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED) 8d @ 6"o.c. AT SHEET EDGES 8d @ 12"o.c. AT INTERMEDIATE BEARING POINTS P. ALL GIRDER TRUSSES, BEAMS AND HEADERS TO HAVE FULL BEARING WIDTH SUPPORT AND A MINIMUM OF 2 - 2X BEARING STUDS U.N.O. Q. ALL POSTS TO CONTINUE DOWN TO FOUNDATION U.N.O. R. ALL WALLS SHALL BE 2x4 STUDS @ 16"o.c. AT INTERIOR WALLS OR UNHEATED AREAS, AND 2X6 @ 16" O.0 . AT EXTERIOR WALLS U.NO. ALLOWABLE BEARING=1500 PSF FOOTING SCHEDULE MARK FOOTING SIZE REINFORCEMENT F2.5x2.5 2'-6" x 2'-6" x 10" 3- # 4 BOTTOM EA. WAY F2.Ox8.0 2'-0" x 8'-0" x 10'° # 4 @ 9" o.c. BOTTOM EA. WAY NOTES: 1. REINFORCEMENT TO BE 3" CLEAR FROM BOTTOM 2. POOR FOOTING ON UNYIELDING SOILS. P.T. POST PER PLAN EMBED POST TO X < BOTTOM OF FOOTING AS SHOWN 0 I co FINISH GRADE O 11 111 l I ITil MH 0 I -11i z 'Ili � � lilli 0 illy I � L J U • • i� BEAM PER PLAN CONNECTION PER PLAN COMPACT SOIL ALL AROUND FOOTING. 300 PSF ALLOWABLE LATERAL SOIL -BEARING PRESSURE SOILS ENGINEER VERIFY O8 LF POST IN 1/2" W 0HOLES 24" 0 X 4' -0" CONCRETE FOOTING 3 - # 4 BOTTOM EACH WAY POUR FOOTING ON UNYIELDING SOIL 1500 PSF MIN. SOIL BEARING PREASSURE SOILS ENGINEER VERIFY NOTE: CONRETE STRENGTH (f'c = 3000 psi) POST TO FOOTING CONNECTION GENERAL STRUCTURAL NOTES THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS. CRITERIA 1. ALL MATERIALS AND WORKMANSHIP DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (I.B.C) (2018 EDITION). 2. DESIGN CRITERIA ROOF LIVE LOAD . . . . . . . . . . . . . . . . . 25 PSF ROOF DEAD LOAD . . . . . . . . . . . . . . . . . 15 PSF FLOOR LIVE LOAD (RESIDENTIAL) . . . . . . . . . 40 PSF FLOOR DEAD LOAD . . . . . . . . . . . . . . . . . 15 PSF WIND . . . . . . . . . . . . . . . . . . . . . . . 110 MPH (3 SEC. GUST) , EXPOSURE "C" EARTHQUAKE . . . . . . . . . . . . . . . . . . . SEISMIC USE GROUP I, SITE CLASS D ALLOWABLE SOIL PRESSURE . . . . . . . . . . . 1,500 PSF (Natural soils or compacted fill) SOILS ENGINEER OR BUILFING OFFICIAL VERIFY 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION SO HE MAY MAKE PROPER REVISIONS TO THE WORK. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK. 6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 8. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 9. SHOP DRAWINGS FOR MANUFACTURED TRUSSES, SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION OF THESE ITEMS. 10. INSPECTION: EXPANSION BOLTS, THREADED EXPANSION INSERTS, AND EPDXY GROUTED INSTALLATIONS SHALL BE SUPERVISED IN ACCORDANCE WITH 2O18 IBC, AS REQUIRED BY THE PERMIT ISSUING AGENCY AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT OR ENGINEER. THE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. GEOTECHNICAL 11. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. TESTING LAB AND SOILS ENGINEER TO VERIFY THAT NEW FOOTINGS WILL NOT HAVE AN EFFECT ON EXISTING SURROUNDING FOOTINGS. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE . . . . . . . . . . . . . . . . . .1,500 PSF. CONCRETE 12. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f'c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 1 /2 SACKS OF CEMENT PER CUBIC YARD AND NO MORE THAN 6 GALLONS OF WATER PER SACK OF CEMENT. CONCRETE DESIGN IS BASED ON A CONCRETE STRENGTH OF f'c = 2500 psi ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO I.B.C. THE AMOUNT SHALL BE 4% +/- 1 % BY VOLUME. CONCRETE DESIGN IS BASED ON A CONCRETE STRENGTH OF f'c = 2500 psi. 13. REINFORCING STEEL SHALL BE GRADE 60, Fy = 60,000 PSI. 14. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH THE LATEST ACI STANDARDS. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS (2'-0" MINIMUM). PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS (2'-0" MINIMUM). LAP ADJACENT MATS OF WELDED WIRE FABRIC ONE FULL MESH (MINIMUM OF 8") AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 15. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER 6 BARS OR LARGER) . . . 2" 4#5 BARS OR SMALLER) . . 1-1 /2" 16. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 17. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. STEEL 18. BOLTS SHALL CONFORM TO ASTM A307. EXPANSION BOLTS SHALL BE "PARABOLT" OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 19. ALL HARDWARE, BOLTS, NUTS, WASHERS, AND NAILS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT DIP GALVANIZED. 20. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2x MEMBERS) HEM -FIR N0. 2. 4x BEAMS AND STRINGERS DOUGLAS FIR N0. 2. 6x POSTS AND TIMBERS DOUGLAS FIR NO. 1. STUDS, PLATES AND MISC. LIGHT FRAMING DOUGLAS FIR OR HEM -FIR STANDARD GRADE. TOP AND BOTTOM PLATES AT BEARING WALLS DOUGLAS FIR CONSTRUCTION GRADE. BOLTED STUDS, LEDGERS AND PLATES DOUGLAS FIR, STANDARD GRADE. 2x6 STUDS AND PLATES DOUGLAS FIR OR HEM FIR NO. 3/STUD GRADE. GLUED LAMINATED BEAMS (24F - V4) PARALLAM (PSL) (2.OE) MICROLLAM (LVL) (1.9E) 0H(Do 1 1 322 34TH. DR. S.E EVERETT, WA 98208 TEL: (425) 338 0342 E-MAIL: INFD@SABCOENGINEERS.COM WEB SITE: SABCOENGINEERS.COM DEC 22, 2021 FOR STRUCTURAL AT REMODEL Z 0 r 0 0 Q KJ J w 0 0 2 mo/w 0. w L3 Z w 0 110 Mw W 0 U Z 0 W N Ir-0 (n 0 W D 3z WO U� JII z EL I UJ I- Q al 0 U] N0 �z m0 r Q W REVISIONS BY: DEC 22, 2021 JOB: 21 095 DRAWN: KYS SCALE: AS SHOWN S 1 0F 2 ROOF PLY. ROOF PLY. EDGE NAILING 4'-0" MIN. PER PLAN 2X VENTED SOLID END OF PLATE BOTTOM PLATE NAILING STUDS PER PLAN BOTTOM PLATE NAILING STUDS PER PLAN BLOCKING (TOE NAIL PER SHEARWALL SCHEDULE PER SHEARWALL SCHEDULE W/ 3— 16d NAILS EA. END TO RAFTER 25 — 16d FLOOR PLYWOOD PER PLA FLOOR PLYWOOD PER PLAN Z 16d @ 16" o.c.- PLWOOD SHEARWALL PLWOOD SHEARWALL (TYP.) PER PLAN PLY. EDGE PER PLAN ROOF PLY. EDGE NAILING A35 CLIPS PER —� NAILING SHEARWALL SCHEDULE All PYWOOD PLY. EDGE NAILING PER � SHEARWALL SCHEDULE A35 CLIPS PE PLY. EDGE NAILING PER RAFTERS PER PLA A35 CLIPS PER SHEAR SHEARWALL SHEARWALL SCHEDULE WALL SCHEDULE 2X RIM JOIST SCHEDULE H2.5 HURRICANE �-�� PLY. EDGE NAILING PER J TIES @ 24" O.C. PLY. EDGE NAILING PER SHEAR WALL SCHEDULE SHEARWALL SCHEDULE RAFTER ABOVE RAFTER PER PLAN SHAPED PLATE SHEARWALL PLY. PER PLAN JOIST PER PLA JOIST PER P PLY. EDGE NAILING PER PLY. EDGE NAILING PER - - _ STUDS PER PLAN SHEARWALL SCHEDULE SHEARWALL SCHEDUL PLWOOD SHEARWALL PLWOOD PER PER PLAN SHEARWALL S CHEDULEX STUDS PER PLAN STUDS STUDS PER PLAN NOTE: A35 CLIPS PER SPLICE AND NAIL TOP PLATES AS SHOWN AT ALL EXTERIOR WALLS SHEARWALL SCHEDULE AND SHEARWALLS. ELEVATION FRAMING PERPENDICULAR SHEAR FLOW AT OFFSET WALLS_(: INTERIOR SHEARWALL TYPICAL EAVE TYP. TOP PLATE SPLICE TO EXTERIOR 1 SHEARWALL TO ROOF ABOVE FLOOR PLY. EDGE NAI PER 2-2x STUDS PYW00 SHEARWALL PYWOOD SHEARWALL SHEAR WALL PER HOEDOWN PER PLAN -----STUDS PER PLAN PLY. EDGE NAILING PER SHEARWALL SCHEDULE � BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE __ PLYWOOD PER PLAN SIMPSON MST STRAP TIE 2 — 2x STUDS AT EACH HOLDOW PER PLAN, FILL ALL HOLES PYWOOD JOISTS PER PLAN LONG BOTTOM PLATE NAILING STUDS PER PLAN EDGE NAILING. PLYWOOD COMMON NAILS/8 PER SHEARWALL SCHEDULE �TO EACH DOUBLE STUD. 2x SOLID BLOCKING ABOVE SHEARWAL JOISTS PER PLAN a 8d @ 3" O.C. PLY. Z PLY. EDGE NAILING _ FLOOR TO BLOCKING PLWOOD SHEARWALL PER PLAN SHEARWALL SCHEDUL �' STUDS PER PLAN 2x SOLID BLOCKING SIMPSON MST STRAP TIE PER PLAN, FILL ALL HOLES W/ FLOOR PLYWOOD PLWOOD PER ------ UNDER SHEARWALL 10d x 2 1 /8" COMMON NAILS SHEARWALL SCHEDULE PER PLA PLY. EDGE NAILING PER BOTTOM PLATE NAILING SHEARWALL SCHEDULE PLWOOD SHEARWALL J PER SHEARWALL SCHEDULE JOIST 2 X RIM JOIST FLOOR PLY. EDGE NAIL A35 CLIPS PER SHEARWALL SCHEDULE PER PLAN STUDS PER PLAN PLY. EDGE NAILING PER PLAN PYWOOD PLY. EDGE NAILING PLY. EDGE NAILING PER PER SHEARWALL SCHEDUL BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE FLOOR Q SHEARWALL SCHEDULE DOUBLE JOIST OR BEAM PER PLAN FLOOR PLYWOOD LLJ BELOW SHEARWALL 2 X SOLID BLOCKING, PLWOOD SHEARWALL 1' — 6" LONG IN JOIST HANGERS PER PLAN JOIST ABOVE SHEARW L JOISTS PER PLAN BEND STRAP BEAM OR MULTIPLE EDGE NAIL PLYWOOD @ 48" JOISTS PER PLAN AROUND BEAM -- JOIST PER PLAN TO EACH DOUBLE PLY. EDGE NAILING PE STUDS PER PLAN 7 Ll STUD (TYP.) SHEARWALL SCHEDUL A35 CLIPS PER PLWOOD PER L = STRAP LENGTH SHEAR WALL SHEARWALL SCHEDULE SHEARWALL SCHEDU 2-2x STUDS ELEVATION PER HOLDOWN FRAMING PARALLEL INTERIOR SHEARWALL INTERIOR SHEARWALL MST HOLDOWN AT FLOOR MST HOLDOWN AT FLOOR 6 8 1 TO EXTERIOR SHEARWALL TO FLOOR ABOVE TO FLOOR BELOW EDGE NAIL PLY. TO EACH STUD NEW EXISTING (3) 2X6 STUDS IIMPSON HD7B HOLDOWN „ 1 /2 DIAM. LAG 2X STUD WALL PLY. PER SHEAR WALL / (3)— 3/4" DIAMETER SCREWS @ 24" O.C. '�4SCHEDULE STUDS PER PLAN PLY. PER SHEARWALL PER SHEARWALL THRU BOLTS SCHEDULE —_---PLY SCHEDULE 2-2X STUDS @ EACH 2X STUD WALL SILL PLATE HOLDOWN ` SILL PLATE W/ — - EDGE NAIL PLYWOOD A.B.'S PER TO EACH DOUBLE STUD — z PER SHEAR WALL FOOTING FOOTING SHEARWALL SCHEDULE 21�A.B. o = SAW CUT CONCRETE SCHEDULE SLAB TO ACCOMMODATE PLY. EDGE NAILING 2—#4 CONT. DIIPPSONGALVANIZEDT EMBED HORIZONTAL PLY. NAILING PER NAIL TO STUDS W/ � NEW FOOTING #4 CONT. REINFORCEMENT EXISTING SHEARWALL SCHEDULE 1/2 DIAM. HOT 34 — 10d COMMON NAILS MIN. Q w OF NEW FOOTING CONCRETE SLAB X DIPPED GALVANIZED N AND NEW WALL THRU BOLTS IN 4" INTO EXISTING EXISTING CONCRETE FOOTING AND EXIST. WALL IN HIGH #4 @ 16" O.C. EA. WAY N -ui-iii-iTi-n�-iTi-iTi-iTi-iT- AS SHOWN W/ NUT & WASHER • 6" 1p � 7 ffi �8) ffi �� >p � e mni-,imii ,i 7/8 "0 ALL THREAD ROD, EMBED 12" MIN. IN CONC. STRENGTH EPDXY GROUT ANCHOR BOLTS -Ilrlll-Ilrlll 2—#4 CONT. 5 1 /4" +/— 3" - - 2 — 4 CONT. AT BOTTOM # CONCRETE 2— BP1 BEARING PLATES FOUNDATION DRILL AS REQUIRED TO z ACCOMODATE BOLT SIZE _ I =iiii=iiuil- =iiiii=iii -'' 16 =n ui_ 6„ MIN. NUT -III -I I- EXISTING ELEVATION 3" 6" 3" 6" MIN IFOUNDATION 1'-0" MIN-1 VERIFY WALL EXISTING TO NEW FOOTING_-(): EXTERIOR WALL TO FOOTING MST60 HOLDOWN TYPICAL INTERIOR TYPICAL HD7B HOLDOWN 1 2 1 14 1 BEARING SHEAR WALL m7AA�,r7 QQmQXD FEHa0HFEREG33 O H91:1 1 1 322 34TH. DR. S.E EVERETT, WA 98208 TEL: (425) 338 0342 E-MAIL: INFC@Q SABCCENGINEERS.CCM WEB SITE: SABCCENCINEERS.CCM DEC 22, 2021 FOR STRUCTURAL AT REMODEL N J W 0 O W W m 2 43 F�j z —71 L N O UO W D �: Z W ❑ U � Q Z a= _ Ln �Q D � %D cn N � Z m0 W REVISIONS BY: DEC 22, 2021 JOB: 20070 DRAWN: KYS SCALE: 3/4"= 1 I_OII �H N r4 0 0 N N . z z < < kD r-4 N Lu LLI u u Z Z 0 0 z u u 0 0 0 00 u u z z Lu Lu < < w 0 C) co w 0) (1) E 0 w U) u `0 c 0 uj EO 'a N 0 Lu c .. M p--q U) Z W u -0 W W 4-J co uM 0 N (n z tD r%j 0 0 't u 00 0 u r-1 u- Z O Z) P4 ................................. ........ ..... ......... ' b . ... .. ... . . ..... ... ....... ..... ....... ... .... ... X. ........... X .... .. ...... ...... .... W.- .......... .......... .3.; .......... . .................... ... y: .......... ... .......... ......... ... ........... S T R" U C TUDAL INJOTES: ....... ......... rl-'�2411 DIAM, 1.) SEE GENERAL STRUCTURAL NOTES ON SHEET 61, CONC, FT645. 0 ............ .. ....... . F T G. 1 2J 2, INDICATES SIMPSON MSTC 60 STRAP TO + ........ ...... ........ ... PER 6-1 (0,�'oo EDGE OF SHEAR WALL ABOVE PER DETAIL (19 NEW STAIR +(o X ... .............. .............. ....... I ......... .............. ...................... NO. 2 (o ...... ............ 0-6 co + (9 '(0 .......... .......... I i .......... (o 3. INDICATES SON HD-15 HOLDOWN TO uf-, 3.) ...... .... ....... EDGE OF SHEAR WALL A5OVE PER DETAIL ..... .... 2. 2. o U) ...... . . . . . . . ..... . . . . . . . . u- FIF= Lu 0 IS oor z u r\j EXIST. FINISH Y-4 Tyf=. N nj 0 N T STRUCTURAL POST AS MAY APPLY. ol rl 4 INDICATES NEW CONCRETE FOOTING PER PER 8-1 -Y VERIFY 12 .. .. VERIFY 4.). �-2 TYP. 5-2 FOOTING SCHEDULE ON 5HEET 81. ui EXISTING TYP, 5-2 2. DC PfROVIDE THICK u- FOOTING DESIGNATION, .. .............. Is£..... . .............. FOUNDATION ........... 5LA5 UNDER SHEAfR BIM. OC WALL F ............ ER DETAIL, ............. 1�1 -,x :1 ... .......... ..... x 210 x r 00 ri 0 -j u u- z FOOTING DIMENSIONS IN HORIZONTAL PLANE. ... .... ... ui z EXIST. FINISH ........ . .. .oZS u-I II > 2.5 x 2.5 FOUNDATION rl 4 Z u- 1\ �-2 SAWCUT CONC. SLAB FF�OVIF-)E THICKENED TO ACCOMO[DATE NEW UK 2.0 x a.0 Z j SLAB UNE)EfR,5�4EAR 1Z FTG, SEE FTG, _oe VERIFY SCHED, SHT, 61, WALL PER DETAIL. u- TYFD, LL v i U-) .... ...... 2, uj . ... . .. .. .. .... .... STING w EXISTING EXISTING /FOUNDATION FOUNDATION\ Lu Noloor EXIST. FINISH 0 ui LL U) j ---------- ----------------- ---- 6-2 12 2, 2. 2. 2, 2. VERIFY 2. MOO/ %D Lu 0 z 0 (n < z 191-9 3/4 (o'- 4 3 /4 1/0 r ul x AL SHEET NO. EXIST. FOUNDATION UNCHANGED AvElft doom, 0017 NORT A -r /I bo; -r,'o w /+ ll�lec' 13 p 11-011 F 0% U I NJ r D A: T 1 0 Uw% INJO L A I \J SCALE : 1/4" 2 o � CTRI I!'TI IRAI 1\1(1TFC• 1.) SEE GENERAL STRUCTURAL NOTES ON SHEET Sl, 2.) SHEAR WALL DESIGNATION: GRAPHIC EXTENT OF SHEAR WALL SHEAR WALL TYPE PER SHEAR WALL SCHEDULE ON SHEET 51. TYP. INDICATES MIN. LENGTH OF SHEAR WALL. 4 3) — — INDICATES NEW RAFTERS, 2 x (o HF#2 a TYP. DBL. TOP S-2 i i 24" O.C. FOR SPANS LESS THAN EQUAL PLATE SPLICE 5 S-2 TO V--I"; AND 2 x (o HF#2 a 12" O.C. FOR _ _ SPANS GREATER THAN V-7 AND LESS 4 � DF 2 4 x � DF#2 g1_pii- 3� ��� � THAN OR EQUAL TO 12'--f" (U.N.O.) #� I N� . �R. NEWi3— HDR. NEW-3 � DF H R. NE I , 4.) ALL NEW BEAMS AND HEADERS TO HAVE FULL BEARING .A WNI � _AV : 4 x 8 F#2 NDR.NEW WIDTH SUPPORT AND A MINIMUM OF C2) 2 x STUDS CU.N.O.) GENERAL CONTRACTOR TO VERIFY THAT ANY REMOVED WALLS ARE NOT SUPPORTING EXISTING ROOF FRAMING KITCHEN TV C,IAND TO NOTIFY ENGINEER OF REORD BEFORE /%CA ���u- 0 Z \�'• u- COMMENCING ANY WORK. ull (o W W I \ MSTR. _ 3 z i' �j �� Q I"I x QO �� `�, �,��`� x ( �.) ALL EXISTING ROOF BRACING AT REMOVED WALL TO BE 111111 \ BATH S-2 � ' ��/ +���� I It w '�\ G Q�I SUPPORTED BY NEW BEAM IN A DEFERRED SUBMITTAL IF z MASTED - = N I x,z �, Q� ��,� 13 �/ SEE NOTE 3. I �� REQUIRED. = I BEDROOM \ _ - - �� U = = TH I � 3 1/2" x � � () / F ILY r (� uj U / / I 1.) ALL WINDOW HEADERS ARE EXISTING AND UNCHANGED �iiiMMIMMMMIF----- _- - - - - - _(2�1 V4) Lou� 5>�I®- ��°® ININ R `� �u.N.o.)--_-----•---EXIST. RAFTERS NEW x 8 DF#2 NE 4 x 5 DF#2 �y GL 5®1/2" x 9" (24F-V4� ®�*' I � c,� _ uNC�AN �1 = ALLWAY CLOSET 9 r� LOW F5EAM �. � / �L (o 3/4" x e" (24F-V4) C� _ ( --LOUD SEAM -- -- _ - Q co - a, a� \ EXIST RIDGE LINE (� GUS G� I �I HANGER �- u' S \ \ 4 x 4 DF 1 POST W/ v �I o _ / /- — — — — \EPC4Z LOST CAf 4 TYP. uj in c O LL ® — I 1 I =_ x ��DI�'J oS 7NN T/ S-2 - x 6 (.� -v p � / _ " \ � SEE NOTE 3. � G ° O —� I } T I - �0 M.'5ELOu� - - - - �I- N 6'��r�N ° ° <- u_ `/ / \�< I SEE TYP. ROOF it p(\m X "bow—, ( N Co�l�#Alt �"1' I -0 Po5r'W 11IC-4f BED M BED OM D SEAT W G R AT 1. �,�, ��,� SHEATHING AT 1 W C _ _ / , i ESA. HIP. i° iADDITION NOTE r # a'1 �" NO N 1 = (- z EXI�r. RAFTERS w J 3 ,caw ,� (- I- / 2 - I UNCHARIC-;ED #- �+ I ON SWEET SI. -Tom, OF �f co V) U) I =�_ = I LIVI IV R OMB °� ri I 0 Ll � a� z X X I - qI 3 Iy ' \ uj LU q c W I x����4 S-2 I ®lain �C�\�� \ `�' `v I LU C NTRY/ I o O �'1z ��,� \ NEW' I4 x 10 DF#2 HDR. uj _ X "Uca tO - L ,� r 00 0 - - III LL 2i 3i4 C ----- 2' ail VERIFY VERIFY 3, \ S2 SIM.°` U o ---—------�---- — — -- N : : ®: ...: : ROOF I SCALE • 1 4" = 1'- :.:...:.; . ::STR......... UCTUrv6-x L Nu'p'%T E :::::::. :.:::::.A.:: ■ ;: ;:: ...' : •:• : `....::;.lei.; ; ;. S S T A 1.) SEE GENERAL STRUCTURAL NOTES ON SHEET 1. :•:`'•'•:••':`':•:•' :•. \ ..........::..... • his ®�� 2.) SHEAR WALL DESIGNATION: 00 QCi Q GRAPHIC EXTENT OF SHEAR WALL + Q Qo�� /2 �� SHEAR WALL TYPE PER SHEAR WALL 1�Q �� SCHEDULE ON SHEET 51. Qr t�U { ®( �Q \ \� INDICATES MIN. LENGTH OF SHEAR WALL. NEW STAIR � ®�� ,�� �, Q� ��Q 4Q� �= T = t� ®� 3,) 1, INDICATES ONE SIMPSON MST C52 STRAP TO i I I Q 7-7 EDGE OF SHEAR WALL ABOVE PER DETAIL TYP, DEL, TOP I UP I I I �® PLATE SPLICE 5 1. 1. 1. I i I I ( eo Q� 9 OR 10 N S_2 I i x, S-2 S-2 0 I _ T. G _ I II (o -(0 4 x 0 DF#2 P.T. 2 x G rn _— �2. HDR. NEW ®2' / 4 x 10 DF HDR. NEW � — — — — � WF#1 � 24" O.G. 4.) ALL WINDOW HEADERS ARE EXISTING AND UNCHANGED a .-- — — ---- ---- x (U.N.O.) Lu n, (3) 2 x 10 HF#2 v 4 x = 1 NEW AT I ° " u �� �� u m x�� �F 2 Kt — Q q (l. ILAUNDRY RM. I III -� r TYP. I. LL II ( BEDROOM „ ,,, S_2 (J S 2 I, NO. 1 �i '� °1 I° IN its NEW 2-x 10 HF02 � I(" O®G. ®® ® ` ( � O 4 (3) 2 x. IO WF#2 F.J. - \ \ x w x II III 1{ / \ Y0 c-\wlz,� NDER SNEAK WALL �Q4? SAME AS Q 5-2 ° °1 ABV.+�Q TYPICAL LAG DIAMETER X0 Q I 1CL j HALLWAY EXIST. . (2) 2 x to HF#2 +��S-2 �- = / a C� 1 I --- _--- - - " _' uQ P n HHUS210-3 HANGER�Q I !' - Q Q 60% 75% OF = GL S 1/2 x 12 (24F fui _ - EXIST.: BM. - L ' ` �-� 1�+� I SHANK DIAMET ''^ ~ EXISTING BEARING WALL Q' I _ II FLUSH VERIFY = M D I FI I i ,-'� 24 o I I = _ �0 A G VERIFY 1D I 0, cL ROO M (1. I uP ��Q�� _ N 11'-(Oit I - �� ,) / % / ���� - I _ _ '® / Ia -� NOTE: VERIFY I - S z I LAG SCREWS SHALL BE LUBRICATED AND D LL NOTE: SEE TYPICAL TURNED IN DO 0 I� / I N T DRIVELL x"o FLOOR SHEATHING AT ui x'z I = 0 CL LOWER L_V L `''' __ 1. SA�DIT51, TIoN NOTE ON (= 2'-3" �,I 3'-9" ENTRY UP �I = i " I a0 0. VERIFY ;� VERIFY I FAMILY R M X� 3 -g EXIST. D oRi T4.4. X 4. WINDOW DR. 4. 2'-&II W:U- 4. Ei W UNCHAN ED YFRIFY — - — — — — --- -- -- �ONCa --- i II I I TYPICAL LAG SCREW I ®N I 1 - ------------J Si-iEAR,W,4LL SHEATHING PRE BORE EXIST. TO BE 3'-cj" MiN. CONT, DTIN. ON BOTH SIDES of1TYP. C�(&TYP IN o. 1. i WALL, 1 M60- /!,0L-'L- y, NOTE: SHEAR WALL DESIGNATION ALONG ASi EAST, PERIMETER WALL - GENERA_ CONTRACTOR ' S N 0 O O 0 r-4 � 0 Z cV O O � Q O z r o A A TO VERIFY EXTENT AND NAILING REQUIREMENTS FOR THIS SHEAR WALL TYPE EXISTS AT THE SHEET NO. EXTERIOR FACE OF STUDS AND INFORM THE ARCHITECT AND STRUCTURAL ENGINEER OF THE 4!6 Is9� EXIST NG CONDITIONS. IF CONDITIONS DICTATE, AN®�� ALTERNATE SHEAR WALL LOCATION AND Lamm.— NORT 4 DESIGNATION MAY BE NECESSARr" - TO BE SPECIFIED 5,I THE STRUCTURAL ENGINEER. AT !"{+✓O! i OA/ U P P E Lu"W E R F LO 0"'R F rw,%,m NAUNG PLAN I I. SCALE: 1/4" = I'- It v©B # 21 ©195 sAa�� STRUCTURAL COMPUTATIONS DUNCOMBE RESIDENCE ADDITION 1 E3426 79TH PLACE WEST EDM❑NDS, WASHINGT❑N 98026 DEC 22, 2021 �p Y a Impl- gf�=�;o L;0 BY: SABCO CONSULTING ENGINEERS INC. 11322 34TH. DRIVE S.E. EVERETT, WASHIN13TON TEL: (425) 338-0342 JOB # 211395, DESIGN CRITERIA: CODE: ---------------------------------- 20 1 B I B C WIND :--------------------------------- 1 1 O MPH, (3 SEC. GUST) EXPOSURE "C" SEISMIC: ------------------------------ RISK CATEGORY 11 ROOF SNOW LOAD: ---------------- 25 P S F ROOF DEAD LOAD: --------------- 1 5 P S F FLOOR DEAD L©AD:------------- 1 5 P S F INDEX TO CALCULATIONS: GENERAL: ------------------ G 1 - G 2 LATERAL:-------------------- L 1 -- L5 FRAMING: ------------------ 81 - BB Fmjwm#OA 1 1322 34TH. DRIVES. E. EVERETT, WASHINGTON 98ZO8 (425) 3380342 JOB: a)NP-g MB SUBJECT: pft�lF A—e- Tu b DATE: U_ �e,-�.f BY KYS JOB#: SHEET # _ 4S JOB: Pjacir'S4 Rav pz-M4 SASCO CONSULTNU ENWHEERS NQ SUBJECT. PW�kc- 1 1322 34TH. DRIVE S.E. DATE: - Dec,$ 2��o ?"f 13Y KYS EVERETT, WASHINGTON 98208 TEL (425) 338 0342 JOB& It SHEET # JOB: CO CONSULTM3 EXOPMEERS MC. SUBJEI ] 132234TH. DRIVE S.E. EVERETT, WASHINGTON 98208 DATE: D BY KYS TEL (425) 338 0342 I - 71�7 ------- - - - A, JOB. mot-, ac m - SABCD CONSUMNO ENGWEERS M. SUBJECT: PA04'" 1 1322 34TH. DRIVE S.E. EVERETT, WASHiNGTON 98208 DATE: BY KYS TEL (425) 338 0342 JOB#: 'L'j SHEET* BQ o CEO CONSULTWO remoommRs omc. 1 1322 34TH. DRIVE S.E. EVERETf, WASHINGTON 98208 TEL (42S) 338 0342 JOB: ?PA SUBJECT: W 1 s-4-r-� ' ,,, e,, dlr.. AA DATE: C L�L BY KYS JOB#: �- � a SHEET* �� SABCO CONSULTING ENGINEERS INC. Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 11322 34TH DRIVE SE Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 EVERETT, WASHINGTON 98208 Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Q Scope: SCOPE OF WORK: FRAMING AT ADDITION ------------- User: KW-0605036 Ver5.8.0, 1-Dec-2003 Geneirai Timber Beam Page 1 c 1983-2003 ENERCALC Engineering Software beams.emealcuiations Description .BEAM AT REMOVED WALL BETWEEN KITCHEN AND LIVING(RF) General Information Base allowables are user defined TF.. - - - .k�-. aZ - aw„ . , :�. .� :-� m�nn'u;KVu'..T� « Y Section Name 5.125x9.0 Center Span 10.00 ft ..... Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-arn 24F-V4 Fb Base Allow 2,400.0 psi Load Dur, Factor 1,150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi - - Full Length Uniform Loads - - -- -- - - - - - - ------------ - -- _ - - - Center DL 195.00 #Ift LL 325.00 #/ft Left Cantilever DL #Ift LL #Ift Right Cantilever DL #Ift LL #Ift Span= 10.00ft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.408 : 1 Maximum Moment 6.5 k-ft Maximum Shear * 1. Allowable 15.9 k-ft Allowable Max. Positive Moment 6.50 k-ft at 5.000 ft Shear: Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support Max @ Right Support Max. M allow fb 1,127.37 psi Fb 2,760.00 psi 0.00 k-ft 0.00 k-ft 15.91 fv 84.55 psi Fv 276.00 psi Deflections Center Span... Dead Load Deflection -0.078 in ...Lacation 5.000 ft ...Length/Deft 1,532.8 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.117 in @ Left 0.000 in @ Right 0.000 in Camber: Reactions - Left DL 0.97 k Right DL 0.97 k 5 Beam Design OK 3.9 k 12.7 k @ Left 2.60 k @ Right 2.60 k @ Left 0.000in @ Center 0.117in @ Right 0.000in Max 2,60 k Max 2.60 k Total Load Left Cantilever... Dead Load Total Load -0.209 in Deflection 0.000 in 0.000 in 5.000 ft ...Length/Defl 0.0 0.0 574.80 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 SABCO CONSULTING ENGINEERS INC. 11322 34TH DRIVE SE EVERETT, WASHINGTON 98208 Ver 5.8.0, 1-DeU2003 Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope : SCOPE OF WORK: FRAMING AT ADDITION 5-L General Timber Beam Description .BEAM BEAM BY LOWER FAMILY ROOM (UFF) Page 1 beams. ecw.Ca Iculat ions General Information Base allowables are user defineMM Section Name 5.125x12 Center Span 13.50 ft . Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam 24F-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads - --- --_ - Center DL 180.00 #/ft LL 480.00 #/ft Left Cantilever DL #Ift LL #/ft Right Cantilever DL #Ift LL #/ft Point Loads Dead Load 210.0lbs 1,013.0lbs Ibs Ibs' Ibs Ibs Ibs Live Load 438.0Ibs 1,688.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 0,500 ft 3.750 ft 0.000 ft 0,000 ft 0.000 ft 0.000 ft 0.000ft Summary Beare Design OK Span= 13.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.732 : 1 Maximum Moment 20.7 k-ft Maximum Shear'` 1.5 10.5 k Allowable 28.3 k-ft Allowable 17.0 k Max. Positive Moment 20.72 k-ft at 5.562 ft Shear: @ Left 7.03 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 5.23 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.230 in Max. M allow 28.29 Reactions... @ Right 0.000 in fb 2,021.08 psi fv 171.46 psi Left DL 2,15 k Max 7,03 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.50 k Max 5.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... bead Load .. Total Load Deflection -0.154 in -0.511 in Deflection 0.000 in 0.000 in ...Location 6.480ft 6.534ft ...Length/Deti 0.0 0.0 ...Length/Deft 1,055.0 316.86 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0,000 in @ Center 0.230 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SABCO CONSULTING ENGINEERS INC. 11322 34TH DRIVE SE EVERETT, WASHINGTON 98208 0, 1-Dec-20M ngineering Software Title: OLINCOMBE RESIDENCE ADDITION Job # 20070 Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 ..Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS 2 Scope: SCOPE OF WORK: FRAMING AT ADDITION 13 J General Timber Beam Page 1 be a ms. ecw: C a Icdf a b c n s Description 3 FEET BEAM BETWEEN LIVING AND FAMILY PICKING UP LOW BEAM (RF) General Information Base allowables are user defined Section Name 3.125x7.5 Center Span 3.50ft ...Lu 14.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam 24F-V4 Fb Base Allow 2,400.0 psi Load Our, Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL� 120,00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 2,750.0 Ibs ...distance 1.750 ft Ibs 0.000 ft Ibs Ibs Ibs Ibs Ibs 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 3.50ft, Beam Width = 3.125in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0,685 : 1 Maximum Moment 4.3 k-ft Maximum Shear * 1.5 4.1 k Allowable 6.3 k-ft Allowable 6.5 k Max. Positive Moment 4.34 k-ft at 1.750 ft Shear: @ Left 2.76 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.76 k Max @ Left Support 0,00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max. M allow 6.33 Reactions... @ Right 0.000in fb 1,777.66 psi fv 176.64 psi Left DL 1.03 k Max 2.76 k Fb 2,593.78 psi Fv 276.00 psi Right DL 1.03 k Max 2.76 k Deflections Center Span... Dead Load M Total Load Left Cantilever... - Dead Load -- Total Load Deflection -0.015 in -0.040 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ..Length/Defl 0.0 0.0 ...Length/Defl 2,813.7 1,055.13 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SASCO CONSULTING ENGINEERS INC. Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 11322 34TH DRIVE SE Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC, 21 EVER£TT, WASHINGTON 982D$ Description : DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope : SCOPE OF WORK: FRAMING AT ADDITION Rf Rev: 580000 laser. KW-0605036, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 are beams.ecrv:CaEculahcns _fL11983-2003 ENERCALC Engineering IWf -._.. ..... ....-----.. -- -- - Description #####LOW BEAM ABOVE FAMILY PICKING UP 2 HIP BEAMS(RF) -- General Information - - -- _ - --- ---- ................----- ------------ Base allowables are user defined Section Name 6.75x9 Center Span 14.00 ft .....Lu 14.00 It Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.000 in Right Cantilever ft .Lu 0.00 ft Member Type GluLam 24F-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi E 1,800.0 ksi --- - - -- ---- ---- - - - .._Point Loads ..-__ Dead Load 1,950.0lbs ibs Ibs ry Ibs Ibs Ibs Ibs Live Load 3,250.0 Ibs lbs Ibs Ibs Ibs Ibs Ibs ...distance 2.250 ft 0.000 ft 0,000 ft 0,000 ft 0.000 ft 0.000 ft 0.000 ft Summary„Y AmsA`: Beam Design OK Span= 14.00ft, Beam Width = 6.750in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.471 : 1 Maximum Moment 9.8 k-ft Maximum Shear'` 1.5 6.5 k Allowable 20.8 k-ft Allowable 16.8 k Max. Positive Moment 9,78 k-ft at 2.296 ft Shear: @ Left 4.36 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.84 k Max @ Leff Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.186 in Max. M allow 20.77 Reactions... @ Right 0.000 in fb 1,286.06 psi fv 107.76 psi Left DL 1.64 k Max 4.36 k Fb 2,735,41 psi Fv 276.00 psi Right DL 0.31 k Max 0.84 k Deflections s Jibsl."' ,- a§-?.ti:hW..L3.].`Fii d-u'wsP.R'".�RYQS.YaiE%+'&�a CSC',3YL"i`S'iA5<R'ik"L`S.`A^e53ee$iFfl(4E'tS'io-:•FiL5&:vl'toW9iLYW'ai.H.N:a.4t*bi�/s:^a�snvurfirs•-ttau:aaatrarvauwrwa Center Span... Dead Load Total Load Left Cantilever... Dead Load ..,,.�,,n .., .n.-c. Total Load Deflection -0.124 in -0.331 in Deflection 0.000 in 0.000 in ...Location 6,048ft 6.048 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,353.0 507.36 Right Cantilever... Camber ( using 1.6 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.186 in ,..Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SABCO CONSULTING ENGINEERS INC. 11322 34TH DRIVE SE EVERETT, WASHINGTON 98208 Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope : SCOPE OF WORK: FRAMING AT ADDITION (� Rev: btSUUUU User: Kw_0605036, Ver6.80, 4-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Description NEW HIP BEAM ABOVE FAMILY ROOM(RF) Page 1 beams ecw Calculations [General Information xMIM - - - - - - -_..._.._...._-----------------------.__.._._.------------.. ---- ............ -_------ ------- Base allowables are ussr defined !` Section Name Microl.am: 3.6x11.875 Center Span 16.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 It Member Type GluLam ML 1.9E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fe Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads #1 DL @ Left 180.00 #Ift LL @ Left 300.00 #/ft Start Loc 0.000 ft DL @ Right #Ift LL @ Right #Ift End Loc 16.500 ft Beam Design OK Span= 16.50ft, Beam Width = 3.500in x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0,409 : 1 Maximum Moment 8.4 k-ft Maximum Shear * 1.5 4.0 k Allowable 20.5 k-ft Allowable 13.6 k Max. Positive Moment 8.38 k-ft at 6.996 ft Shear: @ Left 2.64 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.32 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.243in Max. M allow 20.50 Reactions... @ Right 0.000in fb 1,222.93 psi fv 95.28 psi Left DL 0.99 k Max 2.64 k Fb 2,990.00 psi Fv 327.75 psi Right DL 0.49 k Max 1.32 k Deflections .. Center Span... �� 3 -H::z Dead Load .a.>:'ss:.:yx:.w: � .. v�. ,, a.. �;u„w'.,�vw��:aa€r.� nc..i�:��.•ad."�?"�Ge.'�i�"sma'��or�..r_m.Fs��: Total Load Left Cantilever... Dead Load Total Load Deflection -0.162 in -0.432 in Deflection 0.000 in 0.000 in ...Location 7.920 ft 7.920 ft ...Length/Deft 0.0 0.0 ...LengthlDefi 1,222.0 458.25 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.243 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SABCO CONSULTING ENGINEERS INC. 11322 34TH DRIVE SE EVERETT, WASHINGTON 98208 Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope: SCOPE OF WORK: FRAMING AT ADDITION General Timber Beam Description HEADER AT KITCHEN Page 1 --_---------- General information . Base allowables are us defined z Section Name 4x8 Center Span 4.75 ft .....Lu 0.00 ft Beam Width 3,500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn DF#2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,60D.0 ksi -- _... - Full Length uniform Loads ------------ - - - -------- Center DL 225.00 #/ft LL 375.00 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #!ft LL #/ft Beam Design OK Span= 4.75ft, Beam Width = 3.5001n x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.492 : 1 Maximum Moment 1.7 k-ft Maximum Shear* 1.5 2.1 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 1.69 k-ft at 2.375 ft Shear: @ Left 1.42 k Max. Negative Moment 0,00 k-ft at 4.750 ft @ Right 1.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max. M allow 3.44 Reactions... @ Right 0.000in fb 662.27 psi fv 84.24 psi Left DL 0.53 k Max 1.42 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.53 k Max 1.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.039 in Deflection 0.000 in 0.000 in ...Location 2,375 ft 2.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,933.4 1,475.02 Right Cantilever... Camber( using 1.6 * D.L. Deft ) ... Deflection 0.000 in 0,000 in @ Center 0.022 in ..Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SABCO CONSULTING ENGINEERS INC. Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 11322 34TH DRIVE SE Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 EVERETT, WASHINGTON 98208 Description: DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope: SCOPE OF WORK: FRAMING AT ADDITION 9/7 - ---- -- --- -- . _..----------------------- _ - ..._... - - -- --------------- ------ 560000------------__- -_� _,_-- - User: KW-0605036, Ver6.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software beams.ecwcalcuhatie_ns Description ###6 FEET HEADER AT NEW FAMILY / DINING ROOM - - -- -- �General Information -------- - - - - - -- - - - - Base allowables are user defined Section Name 4x8 Center Span 6.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn DF#2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Len th Uniform Loads Center DL 109,00 #/ft LL 179.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL V11 Span= 6.5011, Beam Width = 3,500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.442 : 1 Maximum Moment 1.5 k-ft Maximum Shear * 1. Allowable 3.4 k-ft Allowable Max. Positive Moment 1.52 k-ft at 3,250 ft Shear: Max. Negative Moment 0.00 k-ft at 6.500 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 3.44 lb 595.27 psi fv 66,33 psi Fb 1,345.50 psi Fv 207.00 psi Deflections Center Span... Dead Load Total Load Deflection -0.025 in -0.065 in ...Location 3,250 ft 3.250 ft ...Length/De€l 3,168.6 1,199.22 Camber ( using 1.5 " D.L. Defl ) ... @ Center 0.037 in @ Left 0,000 in @ Right 0.000 in Reactions... Left DL 0.35 k Right DL 0.35 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Beam Design OK 5 1.4 k 5.3 k @ Left 0.94 k @ Right 0.94 k @ Left 0.000 in @ Center 0.037 in @ Right 0.000 in Max 0.94 k Max 0.94 k Dead Load Total Load 0.000 in 0,000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Dead Load Total Load 0.000 in 0,000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 SABCO CONSULTING ENGINEERS INC. Title: DUNCOMBE RESIDENCE ADDITION Job # 20070 11322 34TH DRIVE SE Dsgnr: KHALED SABRA,ME,PE Date: 1:29PM, 22 DEC 21 EVERETT, WASHINGTON 98208 Description : DESIGN MEETS THE 2018 IBC STANDARDS AND SPECIFICATIONS Scope : SCOPE OF WORK: FRAMING AT ADDITION (9s. ------- ----- _ ...... ..- -- - - ---- ...... - - - - -- --_ _�- Rev: 580000 User: Kw-0605036, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (o}1983-2003 ENERCALC Engineering Software beams.ecw Calculations Description 10 FEET HEADER AT NEW FAMILY / DINING DOOM General information Base allowables are user defined Section Name 4x10 Center Span 10.50ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn DF#2 Fb Base Allow 900.0 psi Load bur. Factor 1.150 Fv Allow 180.0 psi Beare End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi -Trapezoidal Loads #1 DL @ Left 123.00 #/ft LL @ Left 204,00 #Ift Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Lac 10.500 ft Beam Design OK Span= 10.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.448 : 1 Maximum Moment 2.3 k-ft Maximum Shear'" 1.5 1.7 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 2.31 k-ft at 4.452 ft Shear: @ Left 1.14 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.57 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.068 in Max. M allow 5.17 Reactions... @ Right 0.000 in fb 556.04 psi fv 53.03 psi Left DL 0.43 k Max 1.14 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.22 k Max 0.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load To al Load Deflection -0.046 in -0.121 in Deflection 0.000 in 0.000 in ...Location 5.040ft 5.040ft ..,Length/Deft 0.0 0.0 ...Length/Deft 2,761.9 1,038.89 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.068 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in