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HomeMy WebLinkAbout10139442.pdf� .. ,.. �., ._ � a ,.. ._. , .: & Y r_ ... .."2 -.ram+: .. _ �. ..o�ie ��. � aF•-�. ,.�-,. E.._ �" �.. . . � ,a ������ ����/ � . � � \� � � � � � : , : «« » �� � � � � \ � \ aamm«vy.: >« ©��� <» . � � � � � � � \ \� � �� y� � z� � : : � � � � « ,: ?�� }� \\ ���/ % � � ?� = � � � � � 2�� � � \» � �� \� ..... .. :,. ... < .". :. r.... a ST.: ..., a. '. ,. ... E Y �1 Y T'kt""Si' ,+t-i*t ti .. ,.. t o. ;n -. .n.n X .. ... .v-4>,_.A'!a �.+''r, R u Jt v rl it � yy�y _ - rr L '1 0qg_0 N , ILA iffill 10 • 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES. 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE UNIFORM BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB- CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 15. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. 16. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN SECTION 1702. =8 o 10- am m 1. EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOIL OR COMPACTED EARTH, 18" MINIMUM UNLESS OTHERWISE NOTED. SEE SOILS REPORT FOR PAD AND FOOTING COMPACTION REQUIREMENTS, IF APPLICABLE. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC. NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. 3. CARE SHALL BE TAKEN NOT TO OVEREXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 4. FILLING AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE PROJECT SOILS ENGINEER PRIOR TO FORMING. 5. ALL FILL AND BACKFILL MATERIAL SHALL BE APPROVED BY THE PROJECT SOILS ENGINEER. 6. FILLING AND BACKFILLING SHALL BE COMPACTED TO A MINIMUM OF 90% OR MORE IF SO NOTED, OF MAXIMUM DENSITY IN ACCORDANCE WITH THE SOILS REPORT AND ASTM TEST METHOD D-1557-78. FLOODING BACKFILL IS NOT PERMITTED. 7. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN SO AS NOT TO DRY OUT UNDERLYING NATURAL SOILS. 8. GENERAL AND CONCRETE SUB -CONTRACTOR SHALL REVIEW AND FAMILIARIZE THEMSELVES WITH THE SOILS REPORT AND THE CONTENTS OF SOILS REPORT SHALL BE MADE A PART OF THESE DRAWINGS. 9. THE SOILS REPORT IN ITS ENTIRETY SHALL BE INCLUDED AS PART OF THE CONTRACT DOCUMENTS. FOR RECOMMENDED SOIL BEARING PRESSURE, FOUNDATION MATERIAL AND SITE GRADING, SEE SOILS AND GEOLOGICAL REPORT BY UBC 1997: RMIGN VALUES: SOIL BEARING PRESSURES: LATERAL PRESSURES: amytoi-als 1000 PSF. 350 PCF. PASSIVE 30 PCF. ACTIVE (ASSUMED) 0.40 Cf COEFF. FRICTION ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CODE AND SPECIFICATIONS (ACI 318-89, ACI 301-89). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. 1. MATERIALS FOR CONCRETE: A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: 1. PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150). 2. PORTLAND BLAST -FURNACE SLAG CEMENT OR PORTLAND- POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED 3. UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE 11, ASTM C-150. 4. THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. B. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. C. WATER: 1. MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94. D. AGGREGATES: 1. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C- 33). 2. FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM SPECIFICATIONS. 2. PROPORTIONING: A. GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AN THE CONTRACT DOCUMENTS. CONCRETE co T.: B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'C) FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. SLAB -ON -GRADE 2500 PSI CONT. FTG'S 2500 PSI PAD FTG'S 2500 PSI DRYPACK OR GROUT FOR BASE PLATES 4000 PSI C. SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.6 MAX D. MAXIMUM SIZE OF COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE -FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. E. ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260-78. 2. FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. F. SELECTION OF PROPORTIONS: THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 3. ALL REINFORCING STEEL, WIRE MESH, ANCHOR BOLTS, HOLDOWN ANCHORS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. 1. GALVANIZED STEEL MUST MEET THE MINIMUM REQUIREMENTS OF ASTM A446 GRADE D (Fy=50KS1) FOR 12, GAUGE, ASTM A446 GRADE D (Fy=50KS1) OR ASTM A446 GRADE A (Fy=33KS1) FOR 14 & 16 GAUGE, AND ASTM A446 GRADE A (Fy=33KS1) FOR 18 GAUGE AND LIGHTER FOR THE ITEM AND USE INTENDED. GALVANIZED COATINGS MUST MEET THE ASTM A525 SPECIFICATIONS. 2. CARBON SHEET STEEL MUST MEET THE MINIMUM REQUIREMENTS OF ASTM A570 GRADE 50 KSI FOR 12 GAUGE, ASTM A570 GRADE 50 KSI OR GRADE 33 KSI FOR 14 & 16 GAUGE AND GRADE 33 KSI FOR 18 GAUGE AND LIGHTER MEMBERS. CARBON SHEET STEEL PRODUCTS MUST BE THOROUGHLY COATED WITH A RUST INHIBITIVE PAINT. 3. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS" 1986 EDITION, WITH 1989 AMENDMENTS. 4. METAL STUDS AND/OR JOISTS: A: FOR METAL STUD WALLS, UNLESS OTHERWISE SHOWN ON THE DRAWINGS, PROVIDE STANDARD PUNCHED STEEL MEMBERS OF THE GAUGES SHOWN ON THE DRAWINGS. B: USE ONLY ONE TYPE THROUGHOUT THE WORK, UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR SPECIFICALLY APPROVED IN ADVANCE BY THE ENGINEER AND/OR ARCHITECT. 5. ACCESSORIES: PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT NECESSARILY LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, ANCHORS, FASTENING DEVICES RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED. C1 OR TWELDS SHALL BE OF • INSURE THE STRENGTH 7 In 2 , 11 • aps-] V um_ 0 1. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60, UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS SUPPLIED. ALL DOWELS, #4 OR SMALLER MAY CONFORM TO ASTM A-615 GRADE 40. 2. DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION, UNLESS OTHERWISE NOTED. 3. REINFORCING SHALL HAVE THE FOLLOWING MINIMUM COVER: A. CONCRETE CAST AGAINST EARTH. . . . . 3" B. SLAB ON GRADE . . . . . . . . . CENTER (FOR ONE LAYER) 4. WHEN REQUIRED WELDING OF REINFORCING STEEL SHALL CONFORM TO "STRUCTURAL WELDING CODE - REINFORCING STEEL" (AWS D1 - 4-79). THE MILL ANALYSIS SHALL INCLUDE THE CARBON EQUIVALENCE TO ESTABLISH WELDABILITY. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. WELDING OF CROSS BARS (TACK WELDING) SHALL NOT BE PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BY THE ENGINEER. 5. ALL CONTINUOUS BARS OR DOWELS OF #3 THRU #6 IN SIZE SHALL LAP 40 BAR DIAMETERS IN CONCRETE AND MASONRY, UNLESS OTHERWISE NOTED. FOR BARS LARGER THAN #6, SEE PLAN FOR SPLICE DETAILS. WIRE MESH SHALL LAP MINIMUM OF 12". 6. BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING. BENDS SHALL BE MADE COLD. 7. CONTINUOUS INSPECTION OF CONCRETE SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 8. ALL REINFORCING STEEL LAPS OR SPLICES SHALL BE AS INDICATED ON PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFIED, LAPS OR SPLICES SHALL BE WELL STAGGERED. 9. ALL FIELD WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706 GRADE 60. WELDING SHALL BE PERFORMED BY BUILDING DEPARTMENT APPROVED CERTIFIED WELDERS USING E70XX ELECTRODES. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. STRUCTURAL M , 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2. PLATES & BARS SHALL CONFORM TO ASTM A-36 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy = 46 KSI) PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. 5. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSD1.1. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A .PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6 UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE IN ACCORDANCE WITH USING UNFINISHED AMERICAN STANDARD REGULAR BOLTS CONFORMING TO ASTM-307. 7. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 8. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 9. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. ,, Exp. P-31-013 IL OF c�u� 0 0 CL M V A $ I N T E R I 0 R S 93 A R C H I T E C T U RE :5 S P A C E P L A N N I N G 3 2151 MICHE SON DRIVE SUITE 140 $ IRVIwH:. CA 192F33.2 j PH 94Q aMO-MOOO s FAX 949 852-5909 79 FOR 0 a PACTRUST r 15350 SW SEQUOIA PKWY El of SUITE 300 i PORTLAND, OR 97224 (503) 603-5448 REVISIONS BY 1 A RPO v Q 3a 0 cA :c 5 0 P- a ISSUED FOR APPROVAL ISSUED FOR BIDDING ISSUED FOR PLAN CHECK ISSUED FOR ENGINEERING 3/28/03 A ISSUED FOR CONSTRUCTION c v avi 2,794 U.S.F. s o a, h4UMP E-NGfNEE,RiNGiMC.. PLUMP ENGINEERING INC. CONSULTING ENGINEERS IN STRUCTURAL ENGINEERING s 13210 FLORENCE AVE. SANTA FE SPRINGS, CA. 90670 v (562) 777-0983, FAX (562) 777-9613 d PLUMP JOB NO.: 030424 v DRAWN BY: GRE CHECKED BY: R.P. PLOT DATE: 05/01 /03 a JOB NO.: 030424 COMPUTER FILE NO.: 106-CD GENERAL NOTES v O N v q G FRAMING LUMBER: 1. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 16 OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2" THICK, 4" WIDE (STUD HT.=8'-1" MAX.). .CONSTRUCTION GRADE 2" THICK, 4" TO 8" WIDE. . . . . . . . . . . NO 2. OR BETTER STRUCTURAL LIGHT FRAMING: 2" TO 4" THICK, 2" TO 4" WIDE . . . . . . . NO. 2 OR BETTER STRUCTURAL JOISTS AND PLANKS: 2" TO 4" THICK, 6" AND WIDER . . . . . . . NO. 1 OR BETTER BEAMS AND STRINGERS: 5" AND THICKER, 6" AND WIDER . . . . . . . NO. 1 OR BETTER POSTS AND TIMBERS: 5" X 5" AND LARGER . . . . . . . . . . . . . NO. 1 OR BETTER 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED) 2 X 4 AT 16" ox. . . . . . . . . .12' - 0" 2 X 6 AT 16" ox. . . . . . . . . .18' - 0" 2 X 8 AT 16" ox. . . . . . . . . .23' - 0" U.O.N. 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-83. PLYWOOD SHALL BE APA GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 1 /2" CD-X STRUCTURAL 1, P.I. 32/16, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND INSPECTED BY THE BUILDING OFFICIAL RIOR TO COVERING.' INSTALL WITH FACE GRAIN ACROSS SUPPORTS AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD DIAPHRAGM NAILING REQUIREMENTS. 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCE WITH A.I.T.C. SPECIFICATIONS, ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.L.A. SPECIFICATION COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C. INSPECTION CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPLE SPAN BEAMS 24F - V4 CANTILEVERED BEAMS 24F - V8 7. FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE" CONNECTORS OR EQUAL. ALL SUBSTITUTES SHALL BEAR I,C.B.O. APPROVAL, UNLESS OTHERWISE INDICATED ON DRAWINGS. ALL FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS FOLLOWS: FRAMING LUMBER CONT. PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD . . . . . . . . . . . . . . . . . . 8d 1 /2" PLYWOOD . . . . . . . . . . . . . . . . . . 1 Od 5/8" PLYWOOD . . . . . . . . . . . . . .. . . . . 1Od 3/4" PLYWOOD . . . . . . . . . . . . . . . . . . 1Od ADDITIONAL NAILING NOTES: A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: BOUNDARY NAILING - 4" O.C. EDGE NAILING - * 6" O.C. FIELD NAILING - 12" O.C. C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED. 9. MISCELLANEOUS ITEMS, WHERE APPLICABLE: A. MUDSILLS: "WOLMANIZED" NO. 2 D.F., S4S, OR BETTER. B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE. D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. •HEADER AND CEILING JOISTr •- UPPER MOST FLOOR. MIN TO BE USED UNLESS OTHERWISE NOTED. SEE DETAIL SHEWS TO • G 1d • 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED. BOLT HOLES SHALL BE NOT MORE THAN 1 /16" LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. 12. SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 1/2 to X 10" LONG ANCHOR BOLTS AT 6'-0" o.c., UNLESS OTHERWISE NOTED. 13. BRIDGING OF • OR RAFTERS: PROVIDE BRIDGING • • o.c. FOR ROOF RAFTERS AND • FOR FLOOR JOIST.PROVIDE SOLID BLOCKING AT ALL BEARING• • TWO BOLTS - • MEMBER 6" IN FROM ENDS) 14. DIAPHRAGM NAILING NOTE: WHERE 8d NAILS ARE SPACED 2-1/2" o.c. OR 10d NAILS ARE SPACED 3" o.c. HAVING A MINIMUM PENETRATION OF 1-5/8" INTO THE SUPPORTING MEMBER, THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. 15. ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE ENGINEERS, FOR THEIR REVIEW, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF STRUCTURE. FURNISH SIZES, WEIGHTS, AND LOCATIONS. 2 X 4, 6, & 8 MEMBERS . . . . . . . . .U" SERIES 2 X 10, 12, 14, & 16 MEMBERS. . . . . "HU" SERIES 4 X & LARGER . . . . . . . . . . . . . ..HUTF" SERIES 8. NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: CONNECTION COMMON NAILS JOIST TO SILL OR GIRDER, TOE NAIL 3 - 8d BRIDGING TO JOIST, TOE NAIL, EACH END 2 - 8d 1 X 6 SUB -FLOOR TO EACH JOIST, FACE NAIL 2 - 8d 1 X 8 SUB -FLOOR TO EACH JOIST, FACE NAIL 3 - 8d 2 X T & G FLOOR DECKING TO JOIST, BLIND & F.N. 2 - 16d SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d @ 16" o.c. TOP PLATE TO STUD, END NAIL 2 - 16d DOUBLE STUD, FACE NAIL 16d @ 24" O.C. DOUBLE TOP PLATES, FACE NAIL 16d @ 16" O.C. TOP PLATES, LAPS & INTERSECTIONS, FACE NAIL 2 - 16d CONT. HEADER, 2 PIECES, FACE NAIL ALONG EDGES 16d @ 16" O.C. CEILING JOISTS TO PLATE, TOE NAIL 3 - 8d CONT. HEADER TO STUD, TOE NAIL 4 - 8d CEILING JOISTS, LAPS OF PARTITIONS, FACE NAIL 3 - 16d CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3 - 16d RAFTER TO PLATE, TOE NAIL 3 - 8d 1 X BRACE TO EACH STUD AND PLATE 2 - 8d 1 X 8 SHEATHING OR LESS TO EACH BEARING, F.N. 2 - 8d WIDER THAN 1 X 8 BOARD TO EACH BEARING, F.N. 3 - 8d BUILT-UP CORNER STUDS 16d @ 24" O.C. BUILT-UP MEMBERS (2 MEMBERS) 20d ® 32" O.C. T & B - STAGGERED BUILT-UP MEMBERS (3 OR MORE MEMBERS) 1 /2" THRU BOLTS 24" o.c. STAGGERED 2" PLANKING, FACE NAIL, AT EACH BEARING PT. 2 - 16d SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) SEE ATTACHED INSPECTION LIST FOR ADDITIONAL REQUIREMENTS. REFER TO UBC SECTION 1701 FOR INFORMATION. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: ❑ 1. PLACEMENT OF ALL CONCRETE WITH F'c OF 2500 PSI OR GREATER. ❑ 2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. ❑ 3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. 4. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS. ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. ❑ 4.2 DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION BY ITEM 1. [J 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. CONTINUOUS INSPECTION IS NOT REQUIRED FOR: SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16" FLOOR AND ROOF DECK WELDING WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. WELDED SHEET STEEL FOR COLD -FORMED STEEL FRAMING MEMBERS - SUCH AS STUDS AND JOISTS WELDING OF STAIRS AND RAILING SYSTEMS ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. ❑ 5.3 WELDING OF REINFORCING STEEL. ❑ 6. HIGH STRENGTH BOLTING 7. STRUCTURAL MASONRY ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS. ❑ 7.2 FOR FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING OPERATIONS. ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. ❑ 10. SPRAY APPLIED FIRE PROOFING. ❑ 11. PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN - PLACE DRILLED PILES OR CAISSONS. ❑ 12. SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. ❑ 13. SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. ❑ 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. REFER TO L.A.B.C. 1997 U.B.C., 2002 CALIFORNIA BUILDING CODE, 2002 ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: ❑ A. VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFROMANCE WITH THE SOILS INVESTIGATION REPORT. ❑ B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. ❑ C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. [ r D. ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION. ❑ E. PLACEMENT OF ANCHOR BOLTS FOR ARCADE COLUMNS PRIOR TO PLACING CONCRETE. THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ENSURE THAT: A. ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND B. ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND C. ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, SPECIFICATIONS, AND CITY ADOPTED CODES. A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. �, i A.B. . . . . . ANCHOR BOLT ABV. . . . . . .ABOVE A/C . . . . . . AIR CONDITIONING ALT. . . . . . . ALTERNATE ® . . . . . . ,AT BLK. . . . . . .BLOCK BLK'G. . . . . .BLOCKING BM. . . . . . . BEAM B.N. . . . . . . BOUNDARY NAILING C . . . . . . . CAMBER . CENTER LINE C.J. . . . . . . CEILING JOIST CONC. . . . . .CONCRETE CONT. . . . . . CONTINUOUS D OR d . . . . NAIL PENNY DBL. . . . . . .DOUBLE DF . . . . . . .DOUGLAS FIR DFPT . . . . . DOUGLAS FIR PRESSURE TREATED 0 . . . . . . . DIAMETER DO . . . . . . .REPEAT FRAMING E.F. . . . . EACH FACE ELEV. . . . ELEVATION EQ. . . . . . . EQUAL EQUIP. . . . . .EQUIPMENT E.W. . . . . . . EACH WAY E.N. . . . . . . EDGE NAIL (E) . . . . . . EXISTING EXT. . . . . . EXTERIOR FLR. . . . . . . FLOOR F.O.B. . . . . . FACE OF BEAM F.O.S. . . . . . FACE OF STUD FTG. . . . . . . FOOTING F.G. . . . . . . FINISH GRADE GA. . . . . . . GAUGE GALV. . . . . . GALVANIZED GLB. . . . . . .GLUE LAMINATED BEAM HDR. . . . . . .HEADER HORIZ. . . . . .HORIZONTAL INT. . . . . . . INTERIOR JST. . . . . . . JOIST MAX. . . . . . .MAXIMUM MECH. . . . . . MECHANICAL MIN. . . . . . . MINIMUM N.T.S. . . . . . NOT TO SCALE O.C. . . . . . .ON CENTER OPNG. . . . . .OPENING R.R. . . . . . . ROOF RAFTERS REINF. . . . . . REINFORCING R.O. . . . . . . ROUGH OPENINGS SHTG. . . . . . SHEATHING SQ. . . . . . . SQUARE STD. . . . . . . STANDARD SPECS. . . . . SPECIFICATIONS T&B . . . . . . TOP & BOTTOM T&G . . . . . . TONGUE & GROOVE TYP. , . . . . . TYPICAL U.B.C.. . . . . . UNIFORM BUILDING CODE U.N.O. . . . . . UNLESS NOTED OTHERWISE VERT. . . . , . VERTICAL WD. . . . . . . WOOD W/ . . . . . . .WITH W.W.F. . . . . . WELDED WIRE FABRIC *lExp112-31-06/* \F OF MW`MO M V 11 I N T E R I 0 R 8 A R C H I T E C T U RE S P A C E P L A N N I N G 2151 MICHELSON DRIVE SUNE 140 IRVIN�, CA 1a2f312 PH 04-0 aMO-15000 F.AX 949 B 52-S909 Co PATRU ST 15350 SW SEQUOIA PKWY SUITE 300 PORTLAND, OR 97224 (503) 603-5448 7,9 a REVISIONS BY ❑i RPO 2 3 0 72 Q s ISSUED FOR APPROVAL ISSUED FOR BIDDING ISSUED FOR PLAN CHECK ISSUED FOR ENGINEERING 3/28/03 mo ISSUED FOR CONSTRUCTION to a 2,794 U.S.F. v r�, O N OT 'C PLUMP ENGINEE.RIJN'G INC. PLUMP ENGINEERING INC. = CONSULTING ENGINEERS IN STRUCTURAL ENGINEERING s 13210 FLORENCE AVE. SANTA FE SPRINGS, CA. 90670 a (562) 777-0983, FAX (562) 777-9613 PLUMP JOB NO.: 030424 DRAWN BY: GRE E CHECKED BY: R.P. PLOT DATE: 05/01 /03 JOB NO.: 030424 COMPUTER FILE NO.: 106-CD c F GENERAL NOTES U v 0 4 v rn si C-)�o• o M 14'-0" 6", 20 GA STUDS I I COLUMN PER PLAN Iro'` • CANT. ..■ I I Q 0 I I BASE R 3/4x 1 O"x 10 (E) 4x 14 @ Q� (E) 6x36 GLB _ a 3/8" PLYWOOD — ( I W/4-3/4"o A.B. - 8,-0" O.C. if 0 0.1450 SHOT ( I ��« PINS ® 24" I ( 3" CONC. COVERAGE 1/4 o 0 DO (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 ® (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 ® " z d' �-? 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. V A 1 ( N � I - w I N T E R I 0 R s 3f i A R C HI T E C T U RE DO DO DO DO DO DO DO S P A C E P L A N N I N G O T_ 21l51 MICHELSON INRIVE CN m c i m C j sUrm 140 Q J O IFtVINL. CA 82f.312 © 040 aMO—05000 00 O 00 O s F.AX 949 852— s000 ry - DO x © DO o DO o DO DO �n DO o DO x #5 @ 9 EA. WAY d- d- o c*q3'-6" SQ, HEAVY HEX NUT @� �, @} a TACK WELD TO A.B. o DO (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 (� (E) 4x 14 {� (E) 4x 14 C�? (E) 4x 14 C�? O FOOTINGDETAIL 8,_Q9, O.C. 8,_o" O.C. 8f_09, O.C. 8,_o" O.C. 8f_o" O.C. 8'-0" O.C. - o 4C SCALE: 3/4«=1 °-®« 1-�-- DO(E) 6x36 GLB o (� ROOF L� - (E) CONC. WALL C SLOPE C ;¢ � v W a: 18 GA. TRACK W/ z DO (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 @ (E) 4x 14 @ a 0.145�0 SHOT PINS o 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. 8'-0" O.C. 8'-O" O.C. 8'-0" O.C. U ® 24 , TYP. 2-# 10 SWS w a DO m 0 DO DO DO DO DO DO m o ui F Y TS 6x6 BM o0 0 00 0 V © x � o � a o �n x 1 4 61, 24 GA STUDS I d- o ' C� 16" TYP. ----------- o r N EA, SIDE SEA. END o E O DO DO ui - - DO i,_. BUILT-UP PURLIN DO DO DO 3/8" PLYWOOD 2 (2) 2x6 TYP. AS SHOWN � ALL AROUND I I 5 16 _ I I n F q 5/ 16 r s a Z"o I I I I (E) 4x 14 @ (E) 4x 14 Q (E) 4x 14 ® BUILT-UP PURLIN ;�°'� (E) 4x14 C� (E) 4x14 C� (E) 4x 14 {� f 9, f ,9 9 f, f f9 f 9f 9 ff TS 6x6x 1 /4 ! ! 8 -0 O.C. 8 -0 O.C. 8 -0 O.C. 8 -0 O.C. 8 -0 O.C. 8 -0 O.C. (� l I 0 (N) RTU PLATFORM a �7 0 TS 6x6 COL. 750# MAX. SEE 1 0 a .5 I I A (E) 6x 14 (E) 6x36 GLB I I SECTION A --A 2 _ - ' o �n -- STOREFRONT PER ARCH'L I I E z z p gzl Y ° a FOR #.. FRAMING DETAIL O �a.a-0 x- O O © O o 0 0 o O O O O O o X g SCALE: 3/4«=1'-0« 3 RUST �j o n r� © © o 0 0 0 D 2 = o © o 0 0 oy /� ''�" -00 � EQUOfA PKWY Sul 300 � Uj E 4x PURLIN E 2x4 C� g°"t RT�AND OR 97224 () y ' 24" O.C. TYP. ( (50 0 —5448 (E) PLYWOOD if l E 8" CONC. WALL {) -- � I --- N TS 6x6x1 4 (E) 2x SUB-PURLIN , ! VISIONS BY c� 3 3 , RPO + �A 3 /?C� N 4x10 SCAB FULL ( 23'-0" 60'-0" 60'-O" ! 4 LENGTH OF PURLIN w/ 1 /2" 0 M.B. ® 24" A STAGGERED A B D 6 NOTES: BUILT—UP PUDT L DETAIL 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ISSUED FOR APPROVAL Ste: 3/4 «=1' 0«2 FROf PAR"IA-L'CONDITIONS PRIOR TO START OF WORK AND ISSUED FOR BIDDING _z NOTIFY ENGINEER OF ANY DISCREPANCIES ISSUED FOR PLAN CHECK « a « IMMEDIATELY. ISSUED FOR ENGINEERING 3/28/03 SCALE: 1/$ =1 �-0 ISSUED FOR CONSTRUC11ON LEVEL PLATFORM 2. (E) - INDICATES EXISTING CONSTRUCTION. METAL CAP OVER 8'-0" MAX. ROLL ROOFING 2,794 U.S.F. 2 x 6 @ 16 OVER 3/4 PLYWD. 3. (N) INDICATES NEW CONSTRUCTION. C IN U TYPE N HGRS 4 x CUT TO FIT I 3/8" LAG (4 x 8 MIN.) v ® EA. CORNER PROVIDE FULL BRG. AT o ( 4 MIN. EA. END TO EA. PURLIN ® � PEUMp ENGINEERING fNG.. CANT PLUMP ENGINEERING INC. STRIP _.._ ...: ,." CONSULTING ENGINEERS IN rx. _ d STRUCTURAL ENGINEERING 13210 FLORENCE AVE. SANTA FE SPRINGS, CA. 90670 I I "(�/P. 4 (562) 777-0983, FAX (562) 777-9613 tK — — PLUMP JOB NO.: 030424 DRAWN BY: GRE CHECKED BY: R.P. PLOT DATE: 05/01/03 � JOB NO.: 030424 0 SIMPSON A35 NOTE: BUILT-UP PURLIN (� 8'-0" � COMPUTER FILE NO.: 106—CD EA. SIDE OF VERIFY WEIGHT W/ (2) 2X6 AROUND OPENINGS 4x HDR. @ EA. EQUIPMENT MANUF. PER ROOF FRAMING PLAN A B _ �' D €� PURLIN ,� F � FOUNDATION PLAN U HANGERS AT EACH END 0 w � o ROOF FRAMING PLAN STRUCTURAL DETAILS ._ N ,52696 0 MECHT T TL EXp. 12-31-Oe 1 � o SCALE: 3/4«=1'-0« SCALE: 1/8 =1 -��T£ cL r' 7