4020 HOYT AVE B 2022 Plans 2025-09-30

5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL 9. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING BUILDING CODE BOLTS AND LAG SCREWS BEARING ON WOOD. CONDITIONS 15 GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT IDA 2010 INTERNATIONAL BUILDING CODE GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH G. PROVIDE 3"x3"xO.229" WASHERS AT ALL ANCHOR BOLTS. THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER 50 THE FLOOR LOAD PROPER REVISIONS MAYBE MADE. MODIFICATIONS TO CONSTRUCTION 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS I # I G" UNLESS DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE DEAD LOAD : 12 psf NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE-DRILLED TO GO% ENGINEER. LIVE LOAD: 40 psf RESIDENTIAL OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED OTHERWISE. SIMPSON ECCQ, U.N.O. 4 o ROOF LOAD 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5#8" o DEAD LOAD: 15 psf MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON CENTER. .p FLAT ROOF SNOW LOAD: 25 psf BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR V N SNOW EXPOSURE FACTOR (Cc): I . I MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE Q �M 0 SNOW LOAD IMPORTANCE FACTOR (Is): 1 .0 APPLICABLE. a i r THERMAL FACTOR (Ct): I . I I •C Y C BEAM PER PLAN 9. RIM JOIST IS TO BE 14' L5L MINIMUM. POST PER PLAN Cn o a WIND DE51GN DATA I . BASIC WIND SPEED: 1 10 MPH 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND 2. WIND IMPORTANCE FACTOR (IM: 1 .0 SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. POST/BEAM (ONE SIDE) M E BUILDING CATEGORY: II w' LO N 3. WIND EXPOSURE: B 1 1 . CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE 4. Kzt = I .G7 DETAILS o e U z 5. INTERNAL PRESSURE COEFFICIENT: NA e i o a G. APPLICABLE WIND PRESSURE FOR GENERAL + COMPONENTS AND CLADDING: NA (A 1 . ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT SIMPSON CCQ, U.N. BEAM PER PLAN 5E51MIC DESIGN DATA DRAWINGS. 1 . SEISMIC IMPORTANCE FACTOR: ) .0 POST PER PLAN SEISMIC USE GROUP: 1 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE -- 2. SPECTRAL RESPONSE ACCELERATION (55): 1 1 5.9% G RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL POST/BEAM (TWO SIDES) 3. SITE CLASS: D (ASSUMED) PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH 4. SPECTRAL RESPONSE COEFFICIENTS (5D5): 80.4%G ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION _-- 5. SEISMIC DESIGN CATEGORY: D MUST BE APPROVED PRIOR TO ERECTION. TYP . POST TO BEAM No. ooW By RwWW G. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS DCONN . 7. DESIGN BASE SHEAR: SEE CALCULATIONS 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.87 ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. POST PER PLAN 9. RESPONSE MODIFICATION FACTOR (R): G.5 I O. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL -----�- FORCE PROCEDURE CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND MPB44z POST BA _ PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES W W O IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY f�0 Su(�T��u-rlo�s �, LL � N ORDINANCES. � 00 FRAMING LUMBER 12" 0 CONCRETE COLUMN � QW I . FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE 6" MIN IZ I- Q ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. }- WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL II I I I (8) #4 VERTS EQUALLY O LUMBER TO BE GRADE MARKED PER WCLIB DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND _ 0 SPECIFICATIONS. BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 1 I-1II�11� SPACED w/ #3 TIES @ 3 = III,_ Ir-II . o/c,SQUARE & DIAGONALY 2. STRUCTURAL SHEATHING SHALL BE APA RATED (TYP) HOOK VERTICAL (n W PLYWOOD, EXPOSURE I SHEATHING CONFORMING TO 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. 18" MIN BARS INTO FOOTING AS Q N WHERE CONDITIONS ARE NOT 5PECIFICALLY INDICATED BUT ARE OF 5IMILAK SHOWN U 0 W EITHER COMMERCIAL STANDARDS P5 1 -83, APA PRP- 1 06, CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION � OR VOLUNTARY PRODUCT STANDARD P5E-92. PROVIDE A SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. a a FOOTING AND � W MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND /8" • REINFORCEMENT PER EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM 8. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN PLAN SHEATHING REQUIREMENTS ARE AS FOLLOWS: ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. cov ROOF SHEATHING TO BE 15/32" INT-APA RATED TYPICAL CONCRETE PLINTH �� pEWAsy�� PLYWOOD OR 7/6" OSB WITH EXTERIOR GLUE, P.I. 2 24/0. NAIL WITH I Od NAILS AT G" ON CENTER AT vy- PANEL EDGES AND 1 2" ON CENTER AT INTERMEDIATE MEMBERS. 34 SUB FLOORING TO BE 3/4" TONGUE AND GROOVE C-D � INT-APA RATED PLYWOOD ORO5D WITH EXTERIOR STRUCTURAL SPECIAL INSPECTION SCHEDULE GLUE, P.I. 48/24. GLUE AND NAIL WITH I Od NAILS REFERENCE IBC MAR ".31 2022 AT G" ON CENTER AT PANEL EDGES AND 1 2" ON REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC STANDARD REFERENCE CENTER AT INTERMEDIATE MEMBERS. Inspection of reinforcing steel ACI 318: 3.5, 1908.5,1909.1 DRAWN BY: CCC 3. NAILING SHALL CONFORM TO TABLE 2304.9. 1 OF THE X 7 17_ 7.7 CHECKED BY. CCC DATE: 03/29/22 INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS Ispection of anchors installed in hardened concrete ACI 318: 3.8.6,8.1 .3, 1909.1 JOB N0. 9411 X NOTED OTHERWISE. 2128 STRUCTURAL WOOD STRUCTURAL 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED Rquired for nailing bolting, anchoring and other fastening of elements of the UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING lateral resisting system, including shearwalls, wood diaphragms, drag struts,ecial inspection is not required when the fastener X 1705.11 .1 , NOTES/DETAIL BY THE STRUCTURAL ENGINEER. braces and holdowns. S ins re P P q 1705.12.2 spacing of the sheathing is more than 4 inches on center. S-1.0