WORK PLANS - Laserfiche WebLink

Home Browse Search

A. GENERAL D. CONCRETE H. MASONRY L. FASTENING SCHEDULE (U.N.O. ON PLANS) 1. GENERAL CONTRACTORS SHALL VERIFY ALL GRADES, DIMENSIONS AND CONDITIONS AT THE JOB SITE WITH 1. ALL CONCRETE MATERIALS, CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF 1. CONCRETE MASONRY UNITS (HOLLOW UNITS) SHALL BE GRADE "S", MEDIUM WEIGHT, (MAXIMUM DENSITY 115 CONNECTION/LOCATION NAILING COMPLETE SET OF DRAWINGS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. THE ARCHITECT OR THE ACI-318, ACI-306R, 2016 CALIFORNIA BUILDING CODE & PROJECT SPECIFICATIONS. PCF) CONFORMING TO ASTM C90 AND CBC STANDARD, MINIMUM ULTIMATE STRENGTH OF BLOCK SHALL BE 1 JOIST TO SILL OR GIRDER, TOENAIL 3-8d ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2. CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY. USE OF FLY ASH IS NOT 1900 PSI. SEE ARCHITECTURAL FOR TYPE, PATTERN AND JOINT DETAILS. ALL UNITS BELOW ROUGH GRADE Architecture / Development 2. ALL MATERIALS AND WORK PERFORMED SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE 2016 ALLOWED FOR ANY SLAB-ON-GRADE. OR IN CONTACT WITH SOIL SHALL BE NORMAL WEIGHT. 2 BRIDGING TO JOIST, TOENAIL EACH END 2-8d p CALIFORNIA BUILDING CODE AND ANY OTHER APPLICABLE CODES AND ORDINANCES. 3. CEMENT TYPE SHALL BE IN CONFORMANCE WITH TABLE BELOW AND ASTM C-150, WITH MAXIMUM 8% OF 2. GROUT SHALL BE COARSE GROUT (PEA GRAVEL) WITH COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS 3 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 3. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE TRICALCIUM ALUMINATE (CA3AL). MAXIMUM DENSITY SHALL BE 140 PCF. GROUT WITHIN 1Y HOURS FROM INTRODUCING WATER INTO THE " 14901 Quorum Drive 4 WIDER THAN 1 x 6 SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY SOUND 4. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. MIXTURE. ANY ADMIXTURES CONTAINING CHLORIDES SHALL NOT BE USED IN MORTAR OR IN GROUT Suite 300 ONLY IN THE COMPLETED FORM. GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO 5. MAXIMUM SLUMP AT PLACEMENT SHALL BE 4 INCHES PLUS OR MINUS 1 INCH FOR ALL CONCRETE. 3. MORTAR SHALL BE 1800 PSI IN 28 DAYS. TYPE "S" AS SPECIFIED IN ARTICLES 2.1 AND 2.6A OF TMS 5 1 2 SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d Dallas Texas 75254 PROTECT THE STRUCTURE, WORKMAN AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL 6. IN COLD WEATHER, THE TEMPERATURE OF THE CONCRETE WHEN DELIVERED AT THE SITE SHALL BE AT 602/ACI 530.1/ASCE 6 AND CONFORMING TO ASTM C270. 6 SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d AT 16" O.C. INCLUDE, BUT NOT TO BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT AND SHORING FOR LEAST 50 DEGREES FAHRENHEIT. 4. MINIMUM SPECIFIED STRENGTH OF THE MASONRY ASSEMBLAGE 'Tm" SHALL BE 1500 PSI. (972)229--504 SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS 3-16d PER 16" Fax: (972)239-5054 THE STRUCTURE. 7. UNLESS NOTED THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS DESIGNATED 5. UNLESS NOTED, LAY MASONRY IN RUNNING BOND. USE CLOSED END UNITS AT CORNERS. 7 TOP PLATE TO STUD, END NAIL 2-16d 4. IN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS. ANY DISCREPANCIES FOUND BELOW: 6. GROUTING PROCEDURE FOR LIFTS EXCEEDING FOUR FEET: PROVIDE CLEAN OUT OPENINGS AT THE BOTTOM ISSUE RECORD WITHIN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ARCHITECTS AND THE ENGINEERS ATTENTION OF THE LIFT IN EVERY CELL TO BE FILLED. LIFT NOT TO EXCEED 8'-0". CONFORM TO HIGH LIFT GROUTING 8 STUD TO SOLE PLATE 4-8d, TOENAIL OR 2-16d, END NAIL FOR CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO AND/OR IN CONFLICT WITH SUCH PORTLAND MAXIMUM CONCRETE STRENGTH, f'c PROCEDURES PER CODE. 9 DOUBLE STUDS FACE NAIL 16d AT 24" O.C. DATE DESCRIPTION SULFATE CLARIFICATION SHALL BE CORRECTED BY THE CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST CEMENT WATER/ 7. ALL CELLS SHALL BE GROUTED SOLID. HOLD TOP OF EACH GROUT 2" DOWN BELOW TOP OF BLOCK. URBAN PROTOTYPE DESIGN EXPOSURE TYPE CEMENT SLAB ON FOUND. 8. CONTINUOUS INSPECTION OF WORK INVOLVING MASONRY IS REQUIRED, UNLESS NOTED OTHERWISE. 10 DOUBLED TOP PLATES, TYPICAL FACE NAIL 16d AT 16 O.C. 10-22-2018 ISSUED FOR PERMIT TO THE OWNER. GRADE 5. WHERE A DETAIL, SECTION OR A NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR 9. PROVIDE OPEN END BLOCKS FOR CONTINUOUS VERTICAL BARS. DOUBLE TOP PLATES, LAP SPLICE 8-16d SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. PER SOILS REPORT V 0.45 4500 4500 10. CONTRACTOR SHALL ADEQUATELY BRACE ALL MASONRY WALLS DURING ERECTION AND NOT REMOVE THESE 11 BLOCKING BETWEEN JOISTS OR RAFTER TO TOP PLATE, TOENAIL 3-8d 6. GENERAL CONTRACTOR TO NOTIFY ARCHITECT AND ENGINEER AS TO ANY DISCREPANCIES BETWEEN MEANS UNTIL DESIGN LATERAL SUPPORT IS ADEQUATELY IN PLACE. 12 RIM JOIST TO TOP PLATE, TOENAIL 8d AT 6" O.C. SPECIFICATIONS, GENERAL NOTES, STRUCTURAL PLANS AND DETAILS. MAXIMUM SIZE AGGREGATE 3/a" 1Y2" 11. PROVIDE 2-#5 VERTICAL BARS AND ALL ENDS, CORNERS, JAMBS AND INTERSECTIONS OF ALL MASONRY 7. ANY REFERENCES TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED WALLS UNLESS NOTED OTHERWISE HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE 13 TOP PLATES, LAPS, AND INTERSECTIONS, FACE NAIL 2-16d TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS DISCONTINUOUS AT CONTROL JOINTS. 14 CONTINUOUS HEADER, TWO PIECES 16d AT 16" O.C. ALONG EACH EDGE SUBCONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFICATION. 8. CONCRETE CURING SHALL COMPLY WITH ACI-308. FOR FINISH SEE ARCHITECTURAL DRAWINGS. 12. PROVIDE MASONRY PRISM TESTING IN ACCORDANCE WITH CBC STANDARDS. 15 CEILING JOISTS TO PLATE, TOENAIL 3-8d 8. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES ARE APPROVED IN WRITING 9. ALL REINFORCING BARS, WIRE MESH, ANCHOR BOLTS, HOLD DOWN ANCHORS AND OTHER CONCRETE INSERTS 13. CONCRETE MASONRY UNITS SHALL NOT BE WETTED UNLESS SPECIFICALLY APPROVED. 16 CONTINUOUS HEADER TO STUD, TOENAIL 4-8d BY THE ARCHITECT, OWNER, AND STRUCTURAL ENGINEER OF THE RECORD. SHALL BE SECURED IN CORRECT PLACEMENT POSITION, AND APPROVED BY THE BUILDING INSPECTOR PRIOR 14. UNLESS NOTED, VERTICAL AND HORIZONTAL REINFORCING TIES AND EMBEDDED ITEMS SHALL BE IN PLACE 9. CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE DISCIPLINES TO PLACING CONCRETE. PRIOR TO GROUTING. UNLESS NOTED, VERTICAL AND HORIZONTAL REINFORCING LAP SPLICE SHALL BE PER 17 CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d WHO MAKE THESE ATTACHMENTS. REVIEW AND COORDINATE ALL THE REQUIREMENTS AND THE ARCHITECTS 10. UNLESS NOTED, SLAB-ON-GRADE SHALL BE 12'-0" IN EACH DIRECTION, AS SHOWN ON THE PLANS. NO EQUATION 8-12 OF TMS 602/ACI 530/ASCE 5, BUT NOT LESS THAN 12". USE POSITIONERS TO HOLD 18 CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d PROJECT SPECIFICATIONS AS APPLICABLE. DEVIATIONS FROM THE CONTROL JOINTS SHOWN ON THE PLANS ARE ALLOWED UNLESS APPROVED BY THE VERTICAL REINFORCING IN PLACE. SPACING OF POSITIONERS SHALL NOT EXCEED 200 BAR DIAMETERS NOR 19 RAFTER TO PLATE, TOENAIL 3-8d 10. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND COORDINATION WITH ARCHITECTURAL, PROJECT ARCHITECT. 10 FEET LOCATE 8" MAX. ABOVE TOP OF GROUT LEFT, TYPICALLY. CIVIL, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SPRINKLER DRAWINGS. THE CONTRACTOR IS 11. PIPES, DUCTS, CONDUITS, ETC. SHALL NOT BE PLACED IN SLABS. 15. STANDARD HOOKS FOR LATERAL TIE ANCHORAGE SHALL BE EITHER A 135-DEGREE STANDARD HOOK OR A 20 1 BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d REVISION RECORD RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUBTRADES. 12. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ACCESSORIES, LOCATION OF FLOOR, SLAB 180-DEGREE STANDARD HOOK. 21 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL 3-8d 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER DEPRESSIONS, SIDEWALKS AND EXTERIOR SLAB. 22 WIDER THAN 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL 3-8d INDICATED ON CONTRACT DRAWINGS OR NOT, AND TO PROTECT THEM FROM DAMAGE. REPAIR AND REPLACE 13. A QUALIFIED GEOTECHNICAL ENGINEER SHALL CERTIFY THE PAD PRIOR TO SLAB POUR. IF WEATHER 23 BUILT-UP CORNER STUDS 16d AT 24" O.C. OF SAID WORK SHALL BE AT THE EXPENSE OF THE CONTRACTOR. CONDITIONS CHANGE, RE-CERTIFICATION IS REQUIRED. SLAB WITH CRACKS WILL NOT BE ACCEPTED. SLAB 12. UNLESS NOTED, SUBMIT SHOP DRAWINGS FOR ALL FABRICATED MATERIALS. SHOP DRAWINGS WILL NOT BE REPLACEMENT SHALL BE AT OPTION OF OWNER AT CONTRACTOR'S EXPENSE. J. WOOD FRAMING 24 BUILT-UP GIRDER AND BEAMS 20d AT 32" O.C. AT TOP AND REVIEWED UNLESS, THEY ARE APPROVED AND ACCEPTED WITH A STAMP FROM GENERAL CONTRACTOR AS BOTTOM AND STAGGERED 2-20d CONFORMING TO THE CONSTRUCTION DOCUMENTS. 1. ALL FRAMING SHALL CONFORM TO THE GRADES AS SET BY THE W.C.L.I.B. OR W.W.P.A. 2016 CALIFORNIA AT ENDS AND AT EACH SPLICE 13. VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED BY BUILDING CODE AND NATIONAL DESIGN SPECIFICATION (N.D.S.) ALL LUMBER SHALL BEAR THE GRADE STAMP THE STRUCTURAL ENGINEER. OF AN APPROVED TESTING AGENCY, EXCEPT EXPOSED LUMBER AT VISIBLE AREAS. 25 2" PLANKS 2-16d AT EACH BEARING 14. UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE DRAWINGS ARE TO TOP OF BEAMS AND 2. UNLESS NOTED OTHERWISE, FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH WITH A MOISTURE CONTENT FOUNDATION. E. REINFORCING STEEL LESS THAN 19%. 1. ALL NAILING NOT SPECIFICALLY CALLED OUT ON PLANS SHALL BE PER TYPICAL DETAILS, TABLE 2304.10.1 1. ALL REINFORCING STEEL N0. 4 OR LARGER SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 2.1 STUDS 2" THICK, 4" WIDE AND LARGER NO. 1 OF THE 2016 CBC AND THE TABLE ABOVE. 60 AND NO. 3 OR SMALLER, SHALL CONFORM TO ASTM A615, GRADE 40 U.N.O.. ALL REINFORCING SHALL 2.2 NAILERS, TOP PLATES, & LEDGERS NO. 2 2. NAILS SHALL CONFORM TO REQUIREMENTS OF ASTM F1667. NAILS USED FOR FRAMING AND SHEATHING onald B. DESIGN CRITERIA BEAR MILL STOCK IDENTIFICATION. 2.3 SUBPURLINS, BEAMS, STRINGERS, HEADERS 4" AND THICKER, CONNECTIONS SHALL HAVE A MINIMUM AVERAGE BENDING YIELD STRENGTH AS FOLLOWS 80 KSI FOR SHANK 2. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS SHOWN IN DETAILS AND IN 6" AND WIDER NO. 1 DIAMETERS LARGER THAN 0.177" BUT NOT LARGER THAN 0.254" 90 KSI SHANK DIAMETERS LARGER THAN 1. CODE: 2016 CALIFORNIA BUILDING CODE THE TABLE BELOW. 2.4 POSTS AND COLUMNS 4x4 AND LARGER NO. 1 „ R- Roberts 2. DESIGN LOADS: 3. BARS SHALL BE CLEAN OF RUST, MUD, OIL, GREASE OR OTHER COATING MATERIAL LIKELY TO IMPAIR 0.142 BUT NOT LESS THAN 0.177 100 KSI FOR SHANK DIAMETERS OF AT LEAST 0.099 BUT NOT LARGER 2.5 STRUCTURAL JOISTS AND PLANKS 2" TO 4" THICK THAN 0.142" A. TRUSS TOP CHORD BONDING. 6" AND WIDER NO. 1 I 11 PSF DEAD LOAD 3. NAILS SHALL BE AS INDICATED BELOW U.N.O. ON PLANS. 4. GRADE 60 REINFORCING BARS SHALL NOT BE BENT WITHOUT THE APPROVAL OF THE ENGINEER. 2.6 TYPICALLY ALL OTHER LUMBER UNLESS NOTED A. ROOF AND FLOOR SHEATHING: COMMON NAILS Associates, Inc. 20 PSF LIVE LOAD (REDUCIBLE) 5. ALL REINFORCEMENT MUST BE CONTINUOUS EXCEPT AS DETAILED. ALL SPLICE AND LAP LOCATIONS SHALL OTHERWISE SHALL BE NO. 1 B. STRUCTURAL WALL SHEATHING: COMMON, HOT-DIPPED GALVANIZED BOX OR TUMBLED GALVANIZED BOX Consulting Engineers B. SNOW LOAD BE VERIFIED WITH THE ENGINEER. 2.7 BLOCKING NO. 2 GROUND SNOW LOAD 0 PSF 6. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A706, GRADE 60. REINFORCING STEEL WELDING (ELECTROPLATED BOX NAILS ARE NOT ACCEPTABLE). Dallas, N. Stas 7524 Freeway MIN. ROOF SNOW LOAD 0 PSF 2.7A BLOCKING AT ROOF LINE N0. 1 C. FRAMING: WHERE NOT SPECIFICALLY NOTED, USE COMMON, BOX, OR COATED SINKER NAILS. Dallas, Texas 75247-6103 SHALL CONFORM TO AWS D1.4. WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER USING LOW D. METAL CONNECTORS: AS RECOMMENDED BY CONNECTOR MANUFACTURER, UNLESS OTHERWISE NOTED. Phone: (214) 637-6299 C. TRUSS BOTTOM CHORD HYDROGEN E70XX ELECTRODES. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED Fax: (214) 637-6997 3. PLYWOOD SHEATHING SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF U.S. PRODUCT 4. TYPICAL NAIL SIZE LENGTH SHANK DIAMETER 5 PSF DEAD LOAD (TYPICAL AREAS) DEPUTY INSPECTOR. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. STANDARDS 1-09. STRUCTURAL USE PANELS SHALL CONFORM TO NER-108 APA-PRP-108 . EACH PANEL www.rara.net 15 PSF DEAD LOAD (CERAMIC TILE CEILING/SOFFIT ( ) 8d COMMON 2Y" 0.131" 7. CONTRACTOR SHALL NOT PLACE ANY REINFORCING UNTIL SHOP DRAWINGS HAVE BEEN APPROVED. SHALL BE IDENTIFIED WITH THE APPROPRIATE A.P.A. GRADE STAMP. 10d COMMON 3" 0.148" VERIFY LOCATIONS W/ ARCH. DRAWINGS) 8. WELDED WIRE MESH SHALL CONFORM TO ASTM A185 GRADE 65 FOR PLAIN WIRE AND ASTM A497 GRADE 75 4. ROOF SHEATHINGS SHALL BE FIVE PLY WITH THICKNESS AND PANEL INDEX AS INDICATED ON DRAWINGS. 10d BOX 3" 0.128" PROFESSIONAL SEAL 7 PSF DEAD LOAD (CANOPIES WITH E.I.F.S. CEILING FOR DEFORMED BAR. STAGGER SHEETS PER PLAN. ROOF NAILING SHALL BE PER SCHEDULE ON DRAWINGS, OR AS INDICATED ON 16d COMMON 3Y" 0.162" FINISH, VERIFY LOCATIONS WITH ARCHITECTURAL DRAWINGS) NOTES. INSTALL SHEETS WITH FACE GRAIN ACROSS SUPPORTS EXCEPT WHERE NOTED OTHERWISE. 10 PSF LIVE LOAD (NOT NEED TO ACT SIMULTANEOUSLY 16d BOX 3Y" 0.135" e�OFESSp WITH OTHER LIVE LOADS) MINIMUM 5. ROOF SHEATHING, AND SHEAR WALL PANELS NAILING AND INSTILLATION SHALL BE INSPECTED AND 16d SINKER 3Ya" 0.148" �Q40 A. D. WIND LOADS COVER APPROVED BY THE BUILDING DEPARTMENT PRIOR TO COVERING. 20d BOX 4" 0.148" �o c 6. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES CONDUIT ETC. UNLESS SPECIFICALLY DETAILED ON 20d COMMON 4 0.192 _ BASIC WIND SPEED (3 SECOND GUST) = 110 MPH A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" DRAWINGS. NOTES: CC 9N WIND LOAD IMPORTANCE FACTOR = 1.0 0.04165D 7. FOR NAILING SCHEDULE COMPLY WITH 2016 CALIFORNIA BUILDING CODE TABLE 2304.10.1 1. COMMON NAILS MAY BE SUBSTITUTED FOR BOX NAILS. WIND EXPOSURE CATEGORY "C" FOR MAIN RSYSTEM B. CONCRETE EXPOSED TO EARTH OR WEATHER: 8. ALL NAILS SHALL BE COMMON NAILS IN COMPLIANCE WITH FEDERAL SPECIFICATIONS FF-N-105B. SINKERS Exp.12J31/iq WIND EXPOSURE CATEGORY "C" FOR COMPONNENTSENTSAND RESISTING CLADDING 2. 16d SINKERS MAY BE SUBSTITUTED FOR 10d COMMON OR 16d BOX ND E. EARTHQUAKE DESIGN DATA #6 THROUGH #18 BAR 2" SHALL NOT BE ALLOWED UNLESS APPROVED BY THE ENGINEER. ALL NAILS EXPOSED TO WEATHER, HEAT 5. CONNECTORS AND FASTENERS EXPOSED TO WEATHER AND/OR IN CONTACT WITH PRESERVATIVE-TREATED SEISMIC IMPORTANCE FACTOR, I = 1.0 #5 BAR, W31 OR D31 WIRE AND SMALLER 1Y" AND/OR MOISTURE SHALL BE GALVANIZED. WOOD SHALL BE HOT-DIPPED GALVANIZED, ZINC-COATED STEEL CONFORMING TO TABLE 1 OF ASTM A153 CAO SEISMIC SEISMIC RISK CATEGORY = II 9. ALL WOOD IN CONTACT WITH THE GROUND, MASONRY, OR CONCRETE WITHIN 48 INCHES OF THE GROUND SHALL BE STAINLESS STEEL. CONNECTOR MATERIAL AND/OR CORROSION PROTECTION SHALL CONFORM TO C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SHALL BE PRESSURE TREATED. THE MANUFACTURERS RECOMMENDATIONS. FASTENER MATERIAL FINISH TYPE SHALL MATCH CONNECTOR 0 MAPPED SPECTRAL RESPONSE ACCELERATIONS SLAB, WALLS, JOISTS: 10. ALL FRAMING HARDWARE SHALL BE MANUFACTURED BY "SIMPSON STRONG TIE" COMPANY, INC., OR MATERIAL/ SS - 1.0748, S� - 0.3758 3 „ MATERIAL/FINISH TYPE AT EACH CONNECTION. SITE CLASS = D #11 BAR AND SMALLER / APPROVED EQUAL WITH VALID & CURRENT ECR REPORT. ALL CONNECTIONS SHALL BE APPLIED IN 6. PROVIDE LEAD HOLE 40%-70% OF THREAD SHANK AND FULL DIAMETER FOR SMOOTH SHANK PORTION. SITE COEFFICIENTS BEAMS, COLUMNS: ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATION AND SPECIFICATION TO DEVELOP THE MAXIMUM Fa = 1.07, Fv = 1.65 PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1Y2" CAPACITY. 11. LAG SCREWS SHALL CONFORM TO A.N.S.I. B.18. M. GLUCAN BEAMS CUMULATED SPECTRAL RESPONSE COEFFICIENTS 12. BOLTS SHALL CONFORM TO ASTM A307. ALL BOLTS THROUGH WOOD SHALL HAVE STANDARD WASHERS SIDS - 0.7668, Spy - 0.4138 U.N.O. BOLT HOLES SHALL BE BORED Y2" TO Ys" LARGER THAN THE BOLT DIAMETER UNLESS NOTED 1. GLULAM SHALL BE PRODUCED IN ACCORDANCE WITH ANSI A190.1, ICC REPORT ESR-1940 AND ASTM D3737 OTHERWISE. ALL BOLTS SHALL BE TIGHTENED PRIOR TO BEING COVERED. AND CONFORM TO THE FOLLOWING: INDUSTRIAL APPEARANCE GRADE (U.N.O.), EXTERIOR GLUE, AND F. STRUCTURAL STEEL 13. SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH %" DIAMETER x10" LONG ANCHOR BOLTS AT 4'-0" CONFORM TO THE REQUIREMENTS OF CBC STANDARDS. SEISMIC DESIGN CATEGORY = D O.C. (UNLESS NOTED OTHERWISE), EMBEDDED 7 INCHES MINIMUM IN CONCRETE. BOLTS SHALL HAVE 1%$" 2. GLULAM MEMBERS INDICATED AS 24F-V4 (DF/DF) SHALL BE USED FOR SIMPLE SPAN BEAMS. PROTOTYPE VERSION LIGHT-FRAMED SHEATHED 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF AISC MANUAL OF STEEL WASHER NUTS. MINIMUM 2 BOLTS PER PLATE, ONE BOLT WITHIN 12 INCHES OF PLATE END CORNERS. AT 3. FABRICATION OF GLULAM BEAMS SHALL BE DONE BY A LICENSED FABRICATOR. BASIC SEISMIC FORCE RESISTING SYSTEM: WOOD PANELS SIMPSON STRONG-WALL CONSTRUCTION AND SPECIFICATIONS. 4. SHOP DRAWING SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. APPROVED URBAN DESIGN 2. MATERIALS: SHEAR WALLS, USE SIMPSON BP 5/8-3 BEARING PLATE WASHERS PER SHEAR WALL SCHEDULE. SEISMIC RESPONSE COEFFICIENT, CS - 0.1178 0.1178 14. PROVIDE BOUNDARY NAILING OF PLYWOOD DIAPHRAGM PER SCHEDULE AT ALL ROOF OPENINGS. INSPECTION CERTIFICATES SHALL BE SUBMITTED PRIOR TO ERECTION. THE INSPECTION CERTIFICATES SHALL 15. PROVIDE 2x SOLID BLOCKING AT ALL JOIST AND RAFTER BEARING LOCATION. INCLUDE THE QUALITY CONTROL INSPECTION DATA. PROJECT NAME TUBE MEMBERS ASTM A500, GRADE B (Fy=46 KSI) 16. A DOUBLE TOP PLATE MADE OF TWO MEMBERS OF THE SAME SIZE AS THE STUDS SHALL BE PLACED AT 5. PROVIDE CAMBER AS SHOWN ON PLAN. UNLESS NOTED PROVIDE CAMBER OF 2000 FT. RADIUS. RESPONSE MODIFICATION FACTOR, R = 6.5 6.5 PIPE COLUMNS ASTM A53, GRADE B THE TOP OF EVERY BEARING PARTITION OR EXTERIOR WALL. SUCH DOUBLE PLATES SHALL BE LAPPED AT 6. HEEL CUTS, HOLES AND NOTCHES ARE NOT ALLOWED UNLESS DETAILED ON DRAWINGS. I 0�T SHAPES COLUMNS & BEAMS ASTM A992 GRADE 50 CORNERS. JOINTS IN UPPER AND LOWER MEMBERS SHALL BE AT LEAST FOUR FEET APART. EXCEPT AT 7. IDENTIFY GRADE SYSTEM AND LAMINATION PER TABLE 5A OF THE NDS SUPPLEMENT. SYSTEM OVERSTRENGTH FACTOR = 3 3 ANGLES, CHANNELS, PLATES & BARS ASTM A36 _ BURGER CD HIGH STRENGTH BOLTS ASTM 325N OR A490 CORNERS. USE 10-16d NAILS MINIMUM ON EACH SIDE OF EACH SPLICE UNLESS NOTED OTHERWISE. DEFLECTION AMPLIFICATION FACTOR CID - 4 4 SHEAR STUDS ASTM A108 & A.W.S. D1.1 (Fy=65KSI) 17. FASTENERS IN PRESERVATIVE-TREATED WOOD SHALL BE APPROVED SILICON BRONZE OR COPPER, STAINLESS HEADED ANCHOR BOLTS ASTM A307, GRADE "B,> STEEL OR HOT-DIPPED ZINC-COATED STEEL. N. COMPOSITE LUMBER co X ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS ANCHOR BOLTS & RODS ASTM F1554, GRADE 36 i. EXCEPTION: WHERE APPROVED, FASTENERS USED IN CONTACT WITH PRESERVATIVE-TREATED WOOD CD DESIGN BASE SHEAR, V - CS *W - 30.18 KIPS WASHERS ASTM F436 PRODUCTS WHEN NOT BELOW GRADE OR EXPOSED TO WEATHER (I.E. INTERIOR WALL CONSTRUCTION IN A 1. STRUCTURAL COMPOSITE LUMBER (SCL) N CONDITIONED ENVIRONMENT). PRODUCT QUALITY SHALL CONFORM TO THE MANUFACTURER'S APPROVED QUALITY CONTROL MANUAL WITH LATH RO P o NUTS ASTM A563 ii. ALTERNATE MATERIAL AND METHODS MUST BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR TO CERTIFICATION SERVICES PROVIDED BY APA EWS IN ACCORDANCE WITH BUILDING CODES REQUIREMENTS AND THREADED RODS ASTM A36 PERMIT ISSUANCE PER CBC 104.11. THE APPLICABLE CODE EVALUATIONS REPORT. STRUCTURAL PROPERTIES OF SCL SHALL BE EVALUATED USING C. FOUNDATION 18. FIELD CUTTING ENDS, NOTCHES, AND DRILLED HOLES IN PRESERVATI VE- WOOD SHALL BE TREATED METHODS SPECIFIED IN ASTM STANDARD. SPECIFICATIONS D54.56 FOR SCL AND SHALL HAVE THE FOLLOWING CALIFORNIA IN THE FIELD IN ACCORDANCE WITH AWPA M4 REQUIREMENTS. MINIMUM VALUES: U 3. STRUCTURAL STEEL FABRICATORS (APPROVED BY BUILDING DEPARTMENT) SHALL FURNISH SHOP DRAWINGS 18.1 3Y2" TO 7" THICK MEMBERS Q 1. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT BY KRAZAN AND ASSOCIATES, INC; PROJECT NO. OF ALL STEEL FOR REVIEW OF STRUCTURAL ENGINEER PRIOR TO FABRICATION. 6 072-18036; DATED JUNE 27, 2018. 4. EXCEPT WHERE ENCASED IN MASONRY, CONCRETE OR SPRAYED ON FIRE PROOFING, ALL STEEL SHALL K. WOOD TRUSSES Fb - 2800 PSPSI FC(PARL.) - 6600PSI PSI 0 2. ALL DESIGN PARAMETERS SHALL BE VERIFIED BY THE GEOTECHNICAL ENGINEER OF THE RECORD. DESIGN SOIL RECEIVE ONE SHOP COAT OF RUST INHIBITIVE PRIMER. -Fv 285 PSI 16514 GOLDEN VALLEY PKWY BEARING PRESSURE OF 3,325 PSF AT A DEPTH OF 18" BELOW LOWEST ADJACENT COMPACTED SUBGRADE 5. HOLES SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED ON DRAWINGS. STEEL - � 1. ALL WOOD TRUSSES SHALL BE DESIGNED AND MANUFACTURED BY A LICENSED MANUFACTURER APPROVED 0 FOR CONTINUOUS FOOTINGS AND FOR ISOLATED PADS, PROVIDED FOOTINGS ARE PLACED ON A MINIMUM OF MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT OR BURNED. BOLT HOLES SHALL CONFORM BY THE BUILDING DEPARTMENT IN CONFORMANCE WITH 2016 CBC SECTION 1704.2 LATHROP, CA 95330 0 36 INCHES OF PROPERLY PLACED AND COMPACTED STRUCTURAL FILL PLACED DIRECTLY ON UNDISTURBED TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES UNLESS OTHERWISE NOTED. 2. TRUSS MANUFACTURER SHALL PROVIDE THE FOLLOWING AS A MINIMUM: DESIGN AND FABRICATION DATA NATIVE SOIL. 6. ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH STEEL PLATE Ya" THICK WITH GROUND LUMBER SPECIFICATION, SPAN OF TRUSSES, SPACING OF TRUSSES, ANY STRESS INCREASES, METAL 0. SPECIAL INSPECTIONS 3. SITE SHALL BE PREPARED IN COMPLIANCE WITH THE SOILS REPORT, AND WITH COORDINATION OF CONTRACT SMOOTH WELD. CONNECTORS, THEIR GAUGE, SIZE, THICKNESS AND STRESSES, FORCES, JOINT DEFLECTIONS AND 0 DOCUMENTS. THE MOST CONSERVATIVE RECOMMENDATIONS SHALL GOVERN. 7. STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF RUST, MILL SCALE, GREASE, ETC. CONFIGURATION. 1. REFERENCE S1.1 FOR REQUIRED SPECIAL INSPECTIONS. a 4. THE GEOTECHNICAL REPORT IN ITS ENTIRETY SHALL BE MADE AS PART OF THE CONTRACT DOCUMENTS. 8. ALL FOREIGN BOLTS MUST BE APPROVED BY DEPARTMENT OF BUILDING AND SAFETY PRIOR TO THEIR USE. 3. THE ENGINEERED TRUSS DESIGN IS THE SOLE RESPONSIBILITY OF THE MANUFACTURER. TRUSS CD 5. THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF LOCATION OF EXISTING UTILITIES ANDco MANUFACTURER SHALL PROVIDE SHOP DRAWINGS AND CALCULATIONS SIGNED BY A STRUCTURAL ENGINEER COMMENCEWORK ONLY AFTER WRITTEN APPROVAL FROM THE ARCHITECT. G. WELDING LICENSED IN THE STATE WHERE PROJECT IS LOCATED. N 6. ALL FOUNDATION EXCAVATION, FILLING, BACK FILLING, AND BUILDING PADS SHALL BE INSPECTED AND 4. THE ENGINEER OF RECORD, ARCHITECT, GENERAL CONTRACTOR & BUILDING DEPARTMENT SHALL REVIEW AND APPROVED BY THE SOILS ENGINEER. 1. ALL WELDING SHALL CONFORM TO THE LATEST EDITION OF THE STRUCTURAL WELDING CODE AWS D1.1. APPROVE TRUSS SHOP DRAWINGS PRIOR TO FABRICATION. CONTRACTOR SHALL HAVE BUILDING DEPARTMENT ABBREVIATIONS NoNmOUT 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL 2. ALL WELDING SHALL BE PERFORMED USING THE SHIELDED METAL ARC WELDING PROCESS (SMAW) WITH APPROVED TRUSS PLANS ON THE JOB SITE PRIOR TO FOUNDATION INSPECTION. ABV. ABOVE D.F.L. DOUGLAS FIR LARCH I.D. INSIDE DIAMETER RFTR. RAFTER \BURGER® SECTIONS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. ADD'L ADDITIONAL DIAPH. DIAPHRAGM F. NSIDE FACE REINF. REINFORCING 8. BACK FILL AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER E70XX ELECTRODES OR THE SUBMERGED ARC WELDING PROCESS (SAW) WITH E70XX. LOW HYDROGEN 5. HANGERS SHALL BE FABRICATED AND COMPLY TO AN APPROVED CURRENT I.C.C. REPORT. SUBMIT I.C.C. ALT. ALTERNATE d NAIL PENNY SIZE NT. INTERIOR REQ'D. REQUIRED ELECTRODES SHALL BE USED AND PARENT METALS SHALL BE PREHEATEDREPORT FOR REVIEW WITH TRUSS SHOP DRAWINGS. PROVIDE CALCULATIONS AND DESIGN OF HANGERS AS A.B. ANCHOR BOLT EA. EACH N. (") INCH RR ROOF RAFTER GRADE IS REACHED. . A.F.F. ABOVE FINISHED FLOOR E.E. EACH END JT. JOINT S.A.D. SEE ARCHITECTURAL DRAWINGS GOD BLESS AMERICA 3. ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER. ALL FIELD WELDING SHALL BE CONTINUOUSLY REQUIRED FOR MULTIPLE TRUSS CONDITIONS INDICATED ON THE DRAWINGS OR WHERE REQUIRED BY TRUSS A.C. AIR CONDITIONING E.F. EACH FACE JST. JOIST SCL STRUCTURAL COMPOSITE LUMBER 9. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL FLOOR MANUFACTURER. APA AMERICAN PLYWOOD ASSOCIATION E.N. EDGE NAILING K. POST KING POST SEC. SECTION SLABS AT TOP AND BOTTOM ARE IN PLACE. INSPECTED BY A REGISTERED DEPUTY INSPECTOR. ALL FIELD WELDING MUST BE INDICATED ON SHOP AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION EQ. EQUAL LT.WT. LIGHT WEIGHT SHTG. SHEATHING DRAWINGS. 6. ROOF TRUSSES SHALL BE DESIGNED FOR ALL APPLICABLE LOADS PER CODE AND AS SHOWN ON THE ASTM AMERICAN SOCIETY OF TESTING MATERIALS EQUIP. EQUIPMENT LG. LONG SHT. SHEET 10. A 15 MIL VAPOR BARRIER SHALL BE PROVIDED UNDER ALL FLOOR SLABS ON TOP OF 6" (MIN) OF & AND EXT. EXTERIOR L.L.H. LONG LEG HORIZONTAL SIM. SIMILAR 4. ALL EXPOSED WELDED CONNECTIONS SHALL BE FILLED AND GROUND SMOOTH AND SUBJECT TO ARCHITECTS DRAWINGS. MANUFACTURER SHALL DESIGN TRUSSES FOR UNIFORM LOADS, TRIANGULAR LOADS AND ANY � ANGLE E.S. EACH SIDE L.L.V LONG LEG VERTICAL SIMP. SIMPSON COMPACTED CLASS 2 AGGREGATE BASE. LAP AND TAPE ENDS. PROVIDE 2 OF CLEAN SAND UNDER THE ADDITIONAL CONCENTRATED LOADS, AXIAL LOADS, AND BENDING LOADS NOTED OR INDICATED ON ALL ARCH. ARCHITECT EXIST. EXISTING L.P. LOW POINT SPEC. SPECIFICATION APPROVAL. FLOOR SLAB, OVER THE VAPOR BARRIER. ® AT (E) EXISTING LB. POUND SQ. SQUARE a 5. ALL WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. SIZE OF WELDS SHALL BE BASED ON AISC DRAWINGS (ARCHITECTURAL, MECHANICAL, SPRINKLER AND ELECTRICAL). ALIGN PANEL POINTS TO TO BILK. BLOCK EMBED. EMBEDMENT L.S. LAG SCREW/BOLT STD. STANDARD CD BLW. BELOW E.J. EXPANSION JOINT LOC. LOCATION STIFF. STIFFENER FACILITATE DUCT PASSAGE WHERE REQUIRED BY THE ARCHITECT OR MECHANICAL ENGINEER. STANDARDS FOR THICKER MATERIAL CONNECTED. BM. BEAM F.N. FIELD NAILING STRUC. STRUCTURAL/STRUCTURE PROJECT NUMBER 7. DO NOT HANG, OR SUPPORT ANY LOADS FROM BOTTOM CHORD UNLESS SPECIFICALLY NOTED OR DETAILED B.N. BOUNDARY NAILING F.O.C. FACE OF CURB M.B. MACHINE BOLT SCHED. SCHEDULE MNFR. MANUFACTURER 180641.001 BTWN. BETWEEN F.O.M. FACE OF MASONRY S.J. STEEL JOIST ON THE STRUCTURAL DRAWINGS. MAx. MAxIMUM o BOT. BOTTOM F.O.S. FACE OF STUD S.G. STEEL GIRDER 8. TOP CHORD MEMBERS OF TRUSSES SHALL BE DOUGLAS FIR OR BETTER. CONNECTOR PLATES SHALL BE BLKG. BLOCKING F.S. FAR SIDE MECH. MECHANICAL S.P. SPLICE POINT FORMED BY DIE STAMPING A653 GRADE AND A924 GRADE GALVANIZED STEEL CONFORMING WITH CBC BLDG. BUILDING FT. FEET/FOOT MTD. METAL STL. STEEL E MID. MIDDLE BRG. BEARING FIN. FINISH S.S. SELECT STRUCTURAL SHEET TITLE NOTE: STANDARDS, AND TRUSS PLATE INSTITUTE STANDARDS. B/ BOTTOM OF FLNG. FLANGE MMIISC. MN. MIISCELLANEOUS T&B TOP AND BOTTOM NIMUM ANY DISCREPANCIES BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS AND/OR CANT. CANTILEVER FCR. FLOOR MATL. MATERIAL TS. THICKNESS GENERAL NOTES °' FIELD CONDITIONS MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR 9. TRUSS MANUFACTURER TO SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL AND TO THE C.I.P. CAST IN PLACE FTG. FOOTING N.S. NEAR SIDE TS. TUBE STEEL/STRUCTURAL TUBING TYPICAL ARCHITECT/ ENGINEER OF RECORD. CL CENTERLINE TND. FOUNDATION N.I.C. NOT IN CONTRACT T/ TOP OF ENGINEER OF RECORD PRIOR TO SUBMITTAL OF BID AND CONSTRUCTION. ANY CLR. CLEAR (CLEARANCE) FRMG. FRAMING N.T.S. NOT TO SCALE T&G TONGUE AND GROOVE 10. EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THE COL. COLUMN F.P. FULL PENETRATION T.O.S. TOP OF STEEL N DISCREPANCIES BETWEEN DRAWINGS THAT RESULT IN ADDITIONAL COST AFTER THE BID CONC. CONCRETE F.G. FINISH GRADE N0. NUMBER THRU THROUGH FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE (N) NEW SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. IT IS THE RESPONSIBILITY CON CONCRETE MASONRY UNIT GRD. GRADE O.H. OPPOSITE HAND T.O.W. TOP OF WALL U BOTTOM CHORD: CONN. CONNECTION GA. GAUGE T/FTG. TOP OF FOOTING O.C. ON CENTER OF THE GENERAL CONTRACTOR TO REVIEW DRAWINGS CAREFULLY DURING THE BID CONT. CONTINUOUS GALV. GALVANIZED T/LEDGER TOP OF LEDGER A) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. O.F. OPENING OUTSIDE FACE o ONST. CONSTRUCTION G.B. GRADE BEAM UBC UNIFORM BUILDING CODE PROCESS. DO NOT PROCEED WITH ANY WORK UNTIL DISCREPANCIES OR ANY J. CONSTRUCTION JOINT CONTROL JOINT GLB. GLUED LAMINATED BEAM OPNG. OPENING U.N.O. UNLESS NOTED OTHERWISE B) THE DESIGN LOAD. / OPP. OPPOSITE OUTSTANDING ITEMS AND/OR QUESTIONS HAVE BEEN RESOLVED. C= CAMBER GYP.BRD. GYPSUM BOARD U.N. UNLESS NOTED C THE SPACING OF THE TRUSSES. C.C. CENTER To CENTER GEN. GENERAL VERT. VERTICAL O.D. OUTSIDE DIAMETER PDF POWER DRIVEN FASTENER O CCG. CEILING HGR. HANGER W.W.F. WELDED WIRE FABRIC Z P.T. PRESSURE TREATED C.J. CEILING JOIST H.S.B. HIGH STRENGTH BOLTS W.F. WIDE FLANGE P.P. PARTIAL PENETRATION DTC. DETAIL HSS HOLLOW STRUCTURAL SECTION W/ WITH SHEET NUMBER PERP. PERPENDICULAR N DIA. DIAMETER HT. HEIGHT W/0 WITH OUT DIM. DIMENSION HORIZ. HORIZONTAL PL. PLATE W.P, WORKING POINT 6 D0. DITTO HK. HOOKPLYWDPLYWOOD W.J. WALL JOINT PREFAB. PREFABRICATED U DBL. DOUBLE HDR. HEADER WD. WOOD PSI POUNDS PER SQUARE INCH LU DWL. DOWEL H.A.S. HEADED ANCHOR STUDS PSF W.C.L.A. WEST COAST LUMBER ASSOCIATION pDN. DOWN RAD. RAODIUDS PER SQUARE FOOT X. EXTRA STRONG S100 D.F. DOUGLAS FIR RF. ROOF XX. DOUBLE EXTRA STRONG. U) H U LU O d X