2621 ROCKEFELLER AVE 2019 Plans 2022-12-01

m AND GIRDER SCHEDULE BEAM SIZE STIRRUPS MARK BOTTOM I TOP - REMARKS W D NO SIZE SPACING FROM FACE OF SUPPORT CBI 10" 16 1/2" -1R" (2) #R (3) #B #3 (1) @ 2", BAL @ 4" SEE NOTES 1, 2 & 3 CB2 1011 37" (2) #6 (2) #6 #3 (1) @ 2", BAL @ 9" SEE NOTES 1 & 2 CB3 12'1 2411 (4) #7 (4) #7 #3 (1) @ 2", BAL @ 3" SEE NOTES 1 & 2 NOTES: 11. CONTINUOUS TOP BARS SHALL HAVE TENSION DEVELOPMENT LENGTH OR STANDARD HOOK INTO WALL ON EACH END. 2. REFER TO DETAIL 5/S4.5 FOR MORE INFORMATION. 3. AT LOCATIONS WHERE EXTERIOR DECK IS LOCATED ABOVE BEAM, REAM DEPTH SHALL RE 16 1/2". STUDgD RAIL way x I, SCHEDULE �rSTUDS PER �� RAILS _ R t r DIAMETER � - - Y MARKED1. STUD RAIL CALLOUTS ARE ON THE MILD STEEL REINFORCING COLUMNS. REFER ALSO TO CONCRETE DETAILS FOR SPECIFICS. MARK REINFORCING LOCATION COMMENTS 41-011 A #4x c @ 14" OC TOP OF SLAB SEE NOTE 4 lot -oil B #4x @ 14" OC TOP OF SLAB SEE NOTE 4 C (6) #5 x 8'-0" MID -HEIGHT SEE NOTE 1 D #4 x 30'-0" @ 24" OC BOTTOM SEE NOTE 5 E ADDED (5) #5 x 12'-0" BOTTOM AT COLUMN SEE NOTE 5 F (10) #5 x 12'-0" TOP SEE NOTE 3 G (14) #5 x 12'-0" TOP SEE NOTE 3 H (16) #5 x 12'-0" TOP SEE NOTE 3 J (4) #5 x 15'-0" BOTTOM p K (4) #5 x 15'-0" TOP L (2) #5 x 10'-0" BOTTOM NOTES: 1. REFER TO DETAIL 6/S4,3 FOR ADDITIONAL REBAR REQUIRED AT STANDARD AND RE-ENTRANT CORNERS. 2. ALL HOOKED BARS SHALL TERMINATE W/ 180® KOOKS UNO. PROVIDE HOOKED ENDS AT ALL BARS WHERE FULL LENGTH IS NOT POSSIBLE DUE TO SLAB CONSTRAINTS. 3. STAGGER BARS V-0" PER TYPICAL BAR STAGGER DETAIL. 4. HOOK W/ WALL OR SPANDREL REINF; NOT REQ'D AT PERIMETER AND SLAB EDGES WHERE MORE STRINGENT TOP BAR SPACING IS SHOWN ON PLAN. 5. PLACE ADDED BARS CENTERED BETWEEN TYPICAL SLAB MILD REINFORCING. 6. LAP BARS PER STRUCTURAL NOTES IF REQ'D WHERE LENGTH EXCEEDS 20'-0" :O .a'e d. t�„ 4 a: IMIN. APA RATED FRAMING k , ASD FOUNDATION SHEATHING ADJOINING PANEL A SILL PLATE SIZE CAPCITY EDGES!, NOTE 5) PLATE :.: ,. NOTES: 1, REFER TO THE TYPICAL SHEARDETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND DF GRADE PLATES & RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH S DE 0 HEC MM NJ I 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALLON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ! D NAILS SHALL BE STAGGERED. 5. WHERE i TABLE SPECIFIES AND BLOCKING 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. MEMBERS7. INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL U.N.O._w NAILING 12" 0 C. MAXIMUM. DOUBLE8. AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE'WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR WALLS,: EMBEDMENT9. PROVIDE A MINIMUM OF 7" e A.B. INTO FOUNDATION OR STEM WALL, 10. PROVIDE A MINIMUMOF (1) ANCHOR BOLT WITHIN 12" OF EACH WALL END. COLUMN SCHEDULE COLUMN SIZE COLUMN SIZE MARK _ REMARKS 2x4 WALL 2x6 WALL Cl (2) 2x4 (2) 2x6 SEE NOTE 2 C2 (3) 2x4 - (3) 2x6 SEE NOTE 2 C3 (4) 2x4 (4) 2x6 SEE NOTE 2 C4 4x6 DF#2 446 DF#2 m CS 4x8DF#2 6x6 DF#2 _ C6 410 DF#2 6x8 DF#2 u C7 6x10 DF#2 6x1® DF#2 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SMALL USE GRADE OF STUD INDICATED ON WALL FRAMING SCHEDULE. REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. AT COLUMNS THAT CUT DOUBLE TOP PLATE, PROVIDE SIMPSON CS20 STRAPS EACH SIDE OF EA DOUBLE TOP PLATE. REFER TO DETAIL 4/S5.1, 4. CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST SPACE BELOW ALL COLUMNS. JOIST SCHEDULE MARK JOIST SPACING REMARKS FJ1 91/2" TA 110 161' OC SEE NOTE 3 FJ2 9 1/2" TJI 230 12" OC SEE NOTE 3 CJ1 2x6 HF#2 16" OC SEE NOTE 2 D11 2x6 HF#2 16 OC SEE NOTE 2 NOTES: 1. FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS. USE MAX NAILING UNO. 2. TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES FACE MOUNT HANGERS. TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE LBV SERIES TOP FLANGE HANGERS. 3. PLYWOOD WEE JOISTS FRAMING INTO WOOD BEAMS SHALL USE ITS SERIES TOP FLANGE HANGERS, PLYWOOD WEB JOISTS FRAMING INTO STEEL BEAMS SHALL USE LBV SERIES TOP FLANGE HANGERS. CHORDM IN 2,710 W;!PSIZExCAPACITY (1_13)�1'111 TY! i (17) 16d EA END 4,200' rp �* D' I LATESTI . REFER TO THE REFER2. TO DETAIL -/55.1 FOR INSTALLATION OF MST TYPESTRAPS.9/S5.2 FOR CONNECTION OF STRAP TO B 4 BELOW. 1 INSTALL HDU TYPE HOLDOWNS AT FOUNDATION WALL PER DETAIL 2/S4.2 AND AT PT SLAB R DETAIL ALL R. PANEL EDGE NAILING PER SHEAR WALL 5USE GRADE 55 ANCHOR RODS AT PT SLAB AND CONCRETE WALL LOCATIONS. WHERE HOLDOWNS ARE EMBEDED INTO CONCRETE FOOTING PROVIDE SIMPSON STRONG -TIE PABH PRE -ASSEMBLED ANCHOR Aj BEAM SCHEDULE MARK - -- BEAM REMARKS MANGER AS REQ'D BM1 3 1/2" x 5 1/2" LSL HU46 MAX BM2 3 1/2" x 71/4" LSL - HU48 MAX BM3 3 1/2" x 9 1/2" LSL HHUS410 BM4 3 1/2" x 91/2" PSL - HHUS410 BM5 5 1/4" x 9 1/2" PSL - HHUS5.50/10 BM6 7" x 91/2" PSL - HHUS7,25/10 6x8 DF#2 - HUC4B MAX EBM8IM7 6x10 DF#2 - HUC610 NOTES: 1, REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 2. REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. 3. ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED, 4. REFER TO PLAN NOTES FOR BEAMS & HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED OUT. FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS F1C V-6" x V-0" DEEP x CONTINUOUS (3) #5 CONTINUOUS SEE NOTE 2 F3 0"1 DEEP 31-011 x 31 0" x V-0" (4) #5 EA WAY BOT - F3C 31-0" x V-0"DEEP x CONTINUOUS (4) #S CONT SEE NOTE 2 F4 41-01" x 4'-01" x V-0" DEEP (5) #5 EA WAY BOT - F4C 4'-0" x V-0" DEEP x CONTINUOUS (5) #5 CONT SEE NOTE 2 F6 6'-0" x 6 -0" x V-2" DEEP (7) #6 EA WAY BOT e F7 71 011 x 7"-0°" x 1'A" DEEP () #7 EA WAY BOT e NOTES: 1, ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECHNICAL ENGINEERING REPORT. 2. REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE, SEE DETAILS FOR ADDITIONAL REBAR REQ'D AT SHEAR WALLS, WA/20 DESIGN: DTR - - NO: 19399.101 DATE: 12/23/19 a� g I =1