4703 GREELY ST 2025-09-30 - Laserfiche WebLink

BUILDING CODE GENERAL A F 2018 INTERNATIONAL BUILDING CODE 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. SHEARWALL SCHEDULE (CDX) DEAOD LOAD :OR 12 psf 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL C MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & BOTTOM/TOP PLATE 5 LIVE LOAD: 40 psf BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE D K CONN. ® FND CONN. y 4 CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND " 0 A.B. ® 48" LTP4 ® 20" O/C c t N E ROOF LOAD GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL J Q " COX ONE 8d ® 6" O/C 8d ® 12' 0/C 0/C W/ 2x SILL W/ 2x BOTTOM SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED IN FACE PLATE PLATE DEAD LOAD: 15 psf B FLAT ROOF SNOW LOAD: 25 psf WRITING PRIOR TO ERECTION. 0 A.B. 036" LTP4 014" 0/C Q CDX ONE 8d ® 4" O/C 8d ® 12" O/C O/C W/ 2x SILL W/ 2x BOTTOM SNOW EXPOSURE FACTOR (Ce): 1.1 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA FACE PLATE PLATE U SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA THERMAL FACTOR (Ct): 1.1 PRIOR TO ERECTION. SHEARWALL NOTES WIND DESIGN DATA 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO. 2 UNLESS 1. BASIC WIND SPEED: 85 MPH CONSTRUCTION PROCEDURES. NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER 2. WIND IMPORTANCE FACTOR (Iw): 1.0 G FRAMING (SEE NOTE #3). 0 r� BUILDING CATEGORY: II 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING _ 3. WIND EXPOSURE: B THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. H L 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL L'O N O 4. Kzt = 1.38 ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF Q <C cV O 5. INTERNAL PRESSURE COEFFICIENT: NA THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH E SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, 00 6 AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. of°)n 6. APPLICABLE WIND PRESSURE FOR THE WORK. LJ r) Q) COMPONENTS AND CLADDING: NA t 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS C) > 7. BASE SHEAR = 14.59K (FRONT - REAR) 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF *. i ':'.- - "'; :." ..?:: RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE N N Cn CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY +� 19.92K (SIDE TO SIDE) 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH N INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, s: :•• ,'.. . :: +•. . , ...,� FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A Q oo (D a�Z W N SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO CD "(D SESIMIC DESIGN DATA SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. IN EACH OF REVIEW BY THE ENGINEER. o >O 3 1. SEISMIC IMPORTANCE FACTOR: 1.0 THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE - r-)w= 3 SEISMIC USE GROUP: 1 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL ®DOUBLE TOP PLATE W EDGE NAILING PLANS BY THE ENGINEER. FOR SHEARWALLS #3 AND #4, A 2x SILL PLATE MAY BE USED CL 2. SPECTRAL RESPONSE ACCELERATION (Ss): 130.0% G / ©HOEDOWN PER SCHEDULE AND IF TWO TIMES THE NUMBER OF ANCHOR BOLTS REQUIRED BY THE SHEARWALL SCHEDULE OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED (STAGGER) PLAN (HDQ8-SDS3 SHOWN) ARE USED AND ARE EVENLY SPACED (SEE 2003 IBC SECTION 2305.3.10). 3. SITE CLASS: D (ASSUMED) OUT. (E)SHEARWALL EDGE NAILING AT ALL PANEL ®COORDINATE ALL STUD AND U 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 110.0%G 5. SEISMIC DESIGN CATEGORY: D 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EDGES. BLOCKING AT ALL PANEL EDGES PLATE SIZES w/ SHEARWALL 4• SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL WHERE APPLICABLE. SCHEDULE REQUIREMENTS BUILDING CODE FOR CDX 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT ( ) OR REPORT N AILS. (FOR OSB). VALUES ARE BASED ON 7. SEISMIC RESPONSE COEFFICIENT (Cs): 0.1 KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ©EDGE NAILING TO HOEDOWN POST (FULL HEM-FIR N0. 2 FRAMING WITH COMMON NAILS. HEIGHT) STAGGER INTO DOUBLE STUDS QJ EDGE NAILING TO POSTS, TRIM 8. RESPONSE MODIFICATION FACTOR (R): 6.5 ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL (D)STUDS ® 16" ON CENTER STUDS, AND KING STUDS V) 9. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY 5. HOEDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY PROCEDURE BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL ®PRESSURE TREATED SILL PLATE WITH ®BEARING STUD FOR HEADER SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE EDGE NAILING AND ANCHOR BOLTS PER PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR ENGINEER. SHEARWALL SCHEDULE. ®RIMJOIST TO BE 1X" MIN ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) ®TOP PLATE SPLICE NAILING TO BE (8) 16d THICKNESS AT ALL 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO Co SINKERS (MIN). LAP 48" MINIMUM. CENTER SHEARWALLS EACH MEMBER OF THE POST. FRAMING LUMBER SPLICE ON STUD. 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED w TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO STD. SHEARWALL ELEVATION W/ RIM CMU, AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER < BE GRADE MARKED PER WCLIB SPECIFICATIONS. SCALE: =1'-0" FOR CONCRETE CAST AGAINST SOIL. o V) 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON z EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE STANDARDS P51-83, APA PRP-108, OR VOLUNTARY PRODUCT SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A -_ STANDARD PSE-92. PROVIDE A MINIMUM OF %" EDGE MINIMUM OF 5" INTO EXISTING CONCRETE. DISTANCE ON ALL NAILS AND Ys" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR AS FOLLOWS: BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST ROOF SHEATHING TO BE %2" INT-APA RATED PLYWOOD CORROSION. OR 3(e' OSB WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH LLJ 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. ON CENTER AT INTERMEDIATE MEMBERS. o 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN SUB FLOORING TO BE Y4" TONGUE AND GROOVE C-D SHEARWALL SCHEDULE. W >_Na- 00 INT-APA RATED PLYWOOD OR OSB WITH EXTERIOR GLUE, EPDXY HOLDOWN SCHEDULE >_rn P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON 'FOR EPDXY INSTALLATIONS INTO EXISTING CONCRETE _j Q CENTER AT PANEL AND 12" ON CENTER AT MODEL ANCHOR FASTENERS TO EMBEDMENT MIN. EDGE u 3 BOLT POST LENGTH DISTANCE c� 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE HDU2-SDS2.5 0 ATR (6) Y4" x 2 J" SDS 7 }" 1Ya' HOLDOWN POST. SEE HOLDOWN LENGTH OF FOR DOUBLE SIDED SHEARWALLS, THE J n w SCHEDULE OR PLAN FOR MINIMUM INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. SCREWS SHEATHING ON EACH FACE MUST EXTEND (/) o W SHEARWALL J_ Il w Y4 HDU4-SDS2.5 0 ATR 12 1 Y'a USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. (10) SCREWS" x 2 }" SDS REQUIREMENTS CONTINUOUS BETWEEN HOLDOWN POSTS AS SHOWN. 't> �" � 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED 0:� Li UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY HOLDOWN NOTES Q THE STRUCTURAL ENGINEER. 1. ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. U # OPENING PER PLA # 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH Pc = 2500 PSI. MINIMUM WALL THICKNESS IS 8". LOCATION OF NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. HOLDOWN TO BE INSTALLED STHDI4RJ 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. WHERE HOLDOWNS ARE INSTALLED INTO THE 6. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. WIDE FACE OF THE STUD, STUDS MUST BE STITCH NAILED TOGETHER w/ 16d SINKERS STAGGERED ® 4" o/c. TYPE OF HOLDOWN TO BE INSTALLED 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SHEARWALL DESIGNATION - SEE SHEARWALL COVI 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS y 1#16" UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. SCHEDULE FOR FRAMING, NAILING AND Q�woeW4$y+N SHALL BE PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER ANCHORAGE REQUIREMENTS OF THE LAG BOLT UNLESS NOTED OTHERWISE. 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. LATERAL MARKING LEGEND 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. �c R34 EOt� WITH 5#8" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM 7• ALL HOLDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF WALL. tON� OF 48' ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND 8. HOLDOWNS MAY BE ATTACHED TO EXISTING CONCRETE USING SIMPSON 'SET-XP' HIGH STRENGTH EPDXY. SIZE AND IX9@kLY DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. EMBED PER CHART. ICBO REPORT NO. ER-5279. DRILL ANCHOR BOLT HOLES N' LARGER THAN ANCHOR BOLT DIAMETER. 9. RIM JOIST IS TO BE 11#4" LSL MINIMUM. Drawn By. CHRIS Checked By.CHRIS 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION Dote:02-22-22 WALLS AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. S A JOB NO. 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO 9476 THESE DETAILS STRUCTURAL NOTES/DETAILS 5- 1 . 0