4703 GREELY ST 2025-09-30 - Laserfiche WebLink

A F BUILDING CODE GENERAL 2018 INTERNATIONAL BUILDING CODE 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. SHEARWALL SCHEDULE (CDX) FLOOR LOAD 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL C DEAD LOAD : 12 psf BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & BOTTOM/TOP PLATE 5 LIVE LOAD: 40 psf CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND D K " 0 A.S. 0 4 CONN. GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL J �6" CDX ONE 3fi" 0 A . ® ILL LTP4 x BOTTOM OM ��I x E tiQ ROOF LOAD SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED IN FACE 8d ® 6" 0/C 8d ® 12" 0/C 0/C W/ 2x SILL W/ 2x BOTTOM DEAD LOAD: 15 psf WRITING PRIOR TO ERECTION. B PLATE PLATE FLAT ROOF SNOW LOAD: 25 psf " CDX ONE 96" A.B. ® 36" LTP4 ® 14" O/C SNOW EXPOSURE FACTOR (Ce): 1.1 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA FACE 8d ® 4" 0/C 8d ® 12" 0/C 0/C W/ 2x SILL W/ 2x BOTTOM SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PLATE PLATE U THERMAL FACTOR (Ct): 4.1 PRIOR TO ERECTION. SHEARWALL NOTES 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO. 2 UNLESS (3 WIND DESIGN DATA CONSTRUCTION PROCEDURES. NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER 0 1. BASIC WIND SPEED: 85 MPH G FRAMING (SEE NOTE #3). r7 2 WIND IMPORTANCE FACTOR (Iw): 1.0 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING H L Co w-0) E BUILDING CATEGORY: II THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL 04 0 3. WIND EXPOSURE: B ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF E SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, Q Q oNo +0 4• IKztNTERNAL = 1.38 THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. of am r) 5. INTERNAL PRESSURE COEFFICIENT: NA THE WORK. - w 6. APPLICABLE WIND PRESSURE FOR 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS U > COMPONENTS AND CLADDING: NA 1 `•'.'*..� ;.:: :..•: :�.•,•.;,. _ N 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF •, y. RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE .�} v 7. BASE SHEAR = 14.59K (FRONT - REAR) CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY J. ` '+ 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH v 19.92K (SIDE TO SIDE) INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, s, �� L• .;,'.:.. FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A cD Lil N SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED, IN EACH OF O a)Z 3 SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE - w O= 3 REVIEW BY THE ENGINEER. SESIMIC DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR: 1.0 PLANS BY THE ENGINEER. FOR SHEARWALLS 3 AND #4, A 2x SILL PLATE MAY BE USED p CL SEISMIC USE GROUP: I 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL ®DOUBLE TOP PLATE W/ EDGE NAILING ©HOLDOWN PER SCHEDULE AND IF TWO TIMES THE NUMBER OF ANCHOR BOLTS REQUIRED BY THE SHEARWALL SCHEDULE 2. SPECTRAL RESPONSE ACCELERATION (Ss): 130.0% G 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. ®SHEARWALL EDGE NAILING AT ALL PANEL ®COORDINATE ALL STUD AND 4"' 54.. SEISMIC DESIGNRESPONSE COEFFICIENTS R (SDS): 110.0%G 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 U WHERE APPLICABLE. SCHEDULE REQUIREMENTS BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED ON -FORCE-RESISTING SYSTEM: SHEARWALLS EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT ©EDGE NAILING TO HOLDOWN POST(F 6. BASIC SEISMIC ULL 7. SEISMIC RESPONSE COEFFICIENT (Cs): 0.1 KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE HEIGHT) STAGGER INTO DOUBLE STUDS OJ EDGE NAILING TO POSTS, TRIM HEM-FIR NO. 2 FRAMING WITH COMMON NAILS.-FOR 8. RESPONSE MODIFICATION FACTOR (R): 6.5 ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL ®STUDS ® 16" ON CENTER STUDS, AND KING STUDS 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY Cn ALENT LATERAL FORCE 9. ANALYSIS PROCEDURE USED: EQUIV BE BE MADE. TFICAT THE EN INFERTO SO THE PROPER DETAILS SHALL REVISIONS MAY ®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 PROCEDURE SHEARWALL SCHEDULE. ®RIMJOIST TO BE tYz" MIN ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) ENGINEER. ®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 SINKERS (MIN). LAP 48" MINIMUM. CENTER SHEARWALLS EACH MEMBER OF THE POST. m SPLICE ON STUD. FRAMING LUMBER 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED w 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE STD SHEARWALL ELEVATION W/ RIM CMU, AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER I I a TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO ~ BE GRADE MARKED PER WCLIB SPECIFICATIONS. SCALE: =1-0" FOR CONCRETE CAST AGAINST SOIL. p N 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON I z 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE uj EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A STANDARDS P51-83, APA PRP-108, OR VOLUNTARY PRODUCT MINIMUM OF 5" INTO EXISTING CONCRETE. STANDARD PSE-92. PROVIDE A MINIMUM OF 36 EDGE DISTANCE ON ALL NAILS 8. ALL NAILS AND CONNECTORS IN CONTACT TH PRESSURE TREATED WOOD (EXCEPT FOR ALL PANELEDG S. MINIMUM S EATH NAG RI JOINTON EQU REMENTS ARE N WI BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST AS FOLLOWS: CORROSION. (n ROOF SHEATHING TO E OR INT-APA RATED PLYWOOD 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. L.I OR ��Ss" OSB WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH � Sd NAILS AT 6" ON CENTER AT PANEL EDGES AND 12 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN ON CENTER AT INTERMEDIATE MEMBERS. SHEARWALL SCHEDULE. LLJ W (A 04 SUB FLOORING TO BE W TONGUE AND GROOVE C-D EPDXY HOLDOWN SCHEDULE00 INT-APA RATED PLYWOOD OR OSB WITH EXTERIOR GLUE, *FOR EPDXY INSTALLATIONS INTO EXISTING CONCRETE O w}0)P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT MODEL ANCHOR FASTENERS TO EMBEDMENT MIN. EDGE a_ w 3 INTERMEDIATE MEMBERS. BOLT POST LENGTH DISTANCE 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE HDU2-SDS2.5 r 0 ATR (6) Y1 SCREWS x 2 �" SIDS7 �" 1�4 HOLDOWN POST. SEE HOLDOWN LENGTH OF FOR DOUBLE SIDED SHEARWALLS, THE LLJ r)w SCHEDULE OR PLAN FOR MINIMUM SHEARWALL SHEATHING ON EACH FACE MUST EXTEND INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE: (10) Y:' x 2 �" SIDSUSE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. HDU4-SDS2.5 J" 0 ATR 12 �" 1�4" REQUIREMENTS CONTINUOUS BETWEEN HOLDOWN POSTS o w SCREWS AS SHOWN. w 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED Q UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY HOLDOWN NOTES BOLTS SHALL CONFORM TO ASTM A307. U THE STRUCTURAL ENGINEER. OPENING PER PLA LOCATION OF # 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f c = 2500 PSI. MINIMUM WALL THICKNESS IS 8". HOLDOWN TO BE NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLED STHD14RJ 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. WHERE HOLDOWNS ARE INSTALLED INTO THE \ WIDE FACE OF THE STUD, STUDS MUST BE STITCH NAILED TOGETHER w/ 16d SINKERS STAGGERED ® 4" o/c. TYPE OF HOLDOWN TO BE INSTALLED 6. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SHEARWALL DES13NATION - SEE SHEARWALL COVE 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. SCHEDULE FOR FRAMING, NAILING AND 4t9 opW.v C> ;16" UNLESS NOTED OTHERWISE. LAG DOLT PILOT HOLES ANCHORAGE REQ'JIREMENTS SHALL BE PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER 5, NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. LATERAL MARKING LEGEND - OF THE LAG BOLT UNLESS:NOTED OTHERWISE. 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. �h 3* WITH 5#8" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM 7, ALL HOEDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF WALL. OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUkA OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND S. HOLDOWNS MAY BE ATTACHED TO EXISTING CONCRETE USING SIMPSON 'SET-XP' HIGH STRENGTH EPDXY. SIZE AND Ui41IR$2]INLY DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. EMBED PER CHART. ICBO REPORT NO. ER-5279. DRILL ANCHOR BOLT HOLES V LARGER THAN ANCHOR BOLT DIAMETER. - Drawn By. CHRIS 9. RIM JOIST IS TO BE 11#4" LSL MINIMUM. Checked By.CHRIS Date:02-22-22 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND SOLID BLOCKING UNDER PERPENDICULAR PART71ON SDA JOB NO. WALLS. 9476 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGE` TO THESE DETAILS STRUCTURAL NOTES/DETAILS S- 1 . 0