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Plans (3) BU P2015 - 00237 ABBREVIATIONS ABBREV1 NOTES: RECEIVED NOTE: ABBREVIATIONS MAY OR MAY NOT HAVE GENERAL STRUCTURAL NOTES S A PERIODS, BUT SHALL BE READ AS SAME. ���, NOTED UNLESS Q 114ERIAISE ON COMINGS) 1. STEELNANGLJ= JOIST OR NEW tOCT 2 2015 A.B. ANCHOR BOLT 2. NEW ANGLE PER PLAN - COPE CITY OF TIGARD A.B.C. -----AGGREGATE BASE COURSE AS REQUIRED. SEE PLAN FOR ACI AMERICAN CONCRETE INSTITUTE BUILDING CODE LOCATION. A/C AIR CONDITIONER (2) 77 (1) 30'-0" BUILDING DIVISION A.F.F. -----ABOVE FINISHED FLOOR 2014 OREGON STRUCTURAL SPECIALTY CODE BASED ON THE 2012 INTERNATIONAL BUILDING TO STEEL i GIRDER AISC AMERICAN INSTITUTE OF STEEL CODE CONSTRUCTION I Ai — AISI AMERICAN IRON AND STEEL LOADS: 1 INSTITUTEinimor.,,,ir I EXISTING DEMISING AI TC AMERICAN INSTITUTE OF TIMBER ROOFS: I I WALL BELOW CONSTRUCTION ROOF LIVE LOAD = 20 PSF (REDUCIBLE). I ALT. ALTERNATE ROOF SNOW LOAD, Pf = 20 PSF 11 ANSI AMERICAN NATIONAL STANDARDS ROOF DEAD LOAD = 17 PSF. (ASSUMED) I - - - - - - - - - - - - - - - - INSTITUTE ;� _ _ _ _ -- - - - - - - - - - - - - - - - � - - - - - - - - - - - ARCHITECTS APA AMERICAN PLYWOOD ASSOCIATION LATERAL: 3/16' ARCO_ ----ARCHITECTURAL _I ASTM -----AMERICAN SOCIETY FOR TESTING WIND: I AND MATERIALSI I 1 I l g AWS AMERICAN WELDING SOCIETY ULTIMATE DESIGN WIND SPEED (3-SECOND GUST), V(ult)-120 mph I I I r - I 4 6 1 F R © M R O A STUDS RISK CATEGORY, 11. A.W.T.S. -----AUTOMATIC WELDED THREADED EXPOSURE C. EXISTING STEEL I 'I' GIRDER EXISTING STEEL DECK , P A R A M O S , NJ 0 7 6 5 2 BM ------BEAM I I --_- 973 . 253 . 9393 TEL B.F.F -----BELOW FINISHED FLOOR I BLK------BLOCK SEISMIC: NOTE: ' I I 9 7 3 2 5 3 9 3 9 0 F A X B.O.B. -----BOTTOM OF BEAM SEISMIC IMPORTANCE FACTOR, I - I. `� A. EXISTING ROOF NOT SHOWN I I f WWW S A R G A R C H C O M B.O.D. - - BOTTOM OF DECK RISK CATEGORY, II. FOR CLARITY. I B.O.F. ---------BOTTOM OF FOOTING MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss = 0.989. B. ADJUSTABLE QUICKFRAMES - - - - - - - - - - - - -- - - - - - - - - - - �I-I-Itr - - - - - - - - - - - - BRG ---------BEARING MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 = 0.406. MAY BE USED IN LIEU OF I I I I I I1 N C ------CAMBER SOIL SITE CLASS, D (ASSUMED). WELDING THE NEW STEEL I I ARCHITECTURAL SEAL C.C.------CENTERLINE TO CENTERLINE DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds =0.728. / I ANGLES TO THE EXISTING I I I I I{ CFS ------COLD FORMED STEEL DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 = D.432. ` C.G------CENTER OF GRAVITY SEISMIC DESIGN CATEGORY, D. STEEL JOISTS. SEE THE I I I I � I I I C.I.P. -----CAST IN PLACE QUICKFRAMES SECTION IN THE I I U 1 I I I I I I I C,L,------CENTERLINE G.S.N. FOR MORE INFORMATION. I I O I I I I I I I I I , C.L.B. -----CENTERLINE OF BEAM STRUCTURAL STEEL: I In CIVIL C.L.C. -----CENTERLINE OF COLUMN 0 I I I I C.L.F. —---—CENTERLINE OF FOOTING GENERAL: rs� ANGLE CONNECTION UNDER FRAMING SUPPORTED EQUIPMENT I I I I I 1 I 1 I I I \ Ei PROP C.L.W. -----CENTERLINE OF WALL v1 I I is 1 I I I I I 1 r I I I I FS ALL CONSTRUCTION PER REFERENCED AISC STEEL CONSTRUCTION MANUAL. ALL WIDE FLANGE 15-1007 NO SCALE I I I I I I I I I �� GINE 6, CER------CLEAR STEEL SHALL BE ASTM A992 (Fy = 50 KSI). ALL PIPE STEEL SHALL BE ASTM A500 (Fye 42 KSI) OR I Q I I C3 C� F CONC -----CONCRETE '- I ilL1 '� CONC C.J. ----CONCRETE CONTROL JOINT ASTM A53, TYPE E OR 5, GRADE B (Fy = 35 KSI)- ALL TUBE STEEL SHALL BE ASTM A500 (Fy = 46 _ _ l I I I I I I _ _ _ _ , 13,129 , CONC S.J.----CONCRETE SAWCUT JOINT KSI). - - I- - - - - - - - — - - _ - - - i _ _ q C.M.U.-----CONCRETE MASONRY UNIT ALL CONSTRUCTION PER REFERENCED AISC STEEL CONSTRUCTION MANUAL ALL NOTES: 1 I� 5 I ' 15 CONN -- CONNECTION MISCELLANEOUS STEEL UNLESS NOTED OTHERWISE SHALL BE ASTM A36 (Fy ,- 36 KSI). I I I •o •;EGON CONT -----CONTINUOUS I I � -y 4,`� CRSI CONCRETE REINFORCING STEEL ALL STRUCTURAL ROLLED STEEL MEMBERS WITH Fy GREATER THAN 36 KSI ARE TO BE IDENTIFIED 1. NEW CONDENSING UNIT. 1 t,a G - E+1 v9'� • 2. 1112 SCREWS AT 8' O.C. INTO11 f INSTITUTE WITH AN ASTM SPECIFICATION MARK OR TAG PER BC SEC. 2203.1. 1 I , CURB ON ALL 4 SIDES. I 1 In I .�- t 1 Rf` D.F. (D.F.L.)---DOUGLAS FIR LARCH � DL DEAD LOAD WELDING: 3. CURB BY OTHERS -- 20 GA, MIN, 0 EXISTING STEEL DIA DIAMETER (1) 4. EXISTING STEEL DECK. I COLUMN I EXPIRES:06.30.2016 DN DOWN UNLESS NOTED OTHERWISE, ALL SHOP AND FIELD WELDS PER REFERENCED EDITION OF THE AWS 5. 1/2' DIA. THRU BOLT. INSTALL 1 N 01 DWG(S) ----DRAWING(S) STANDARDS. AU. WELDING SHALL BE PERFORMED BY WELDERS HOLDING VAUD CERTIFICATES ONE BOLT AT EACH CORNER OF is — AND HAVING DOCUMENTED CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE I Lit E.C.------END TO CENTERLINE THE MECHANICAL UNIT. DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING I I I E.E.------END TO END 6. NEW ANGLE PER PLAN. _ _ _ _ _ _ - - _ - I E.O.S. ------ EDGE OF SLAB AGENCY. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE. I FOR GRADE 60 REINFORCING BARS, USE E90 SERIES, THESE DRAWINGS DO NOT DISTINGUISH 7. AS AN OPTION, CONDENSING A - - - _ - �--� ----�------- - .r — - 1 CONSULTANTS EQ ------EQUAL BETWEEN SHOP AND FIELD WELDS: THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR (2)(7) UNIT MAY BE BOLTED DIRECTLY La EQUIP -----EQUIPMENT DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS TO STEEL ANGLE BELOW STEEL EXP. BOLT (E.B.) --EXPANSION BOLT SUBMITTED FOR REVIEW. DECK. I I NEW 4"x4"x1/4" STEEL EXP. JT (E.J.) - EXPANSION JOINT (3)0 BE K 8, PROVIDE 1 1/2" WIDE x DEPTH I i RTU-1 (316# MAX) I _-- _-_-� ANGLE, TYP WHERE E.W. EACH WAY HIGH STRENGTH HEADED STUDS SHALL BE AUTOMATIC WELDED CONFORMING TO ALL ( AS REVD. TUBE STEEL SHIM I SHOWN F.F. FINISHED FLOOR REQUIREMENTS OF THE REFERENCED EDITION OF THE "RECOMMENDED PRACTICES FOR STUD `5) UNDERRE CURB AS R£Q'D. I F.O.M. -----FACE OF MEMBER WELDING". CONFORMANCE SHALL INCLUDE, BUT NOT BE LIMITED TO, ALL QUALITY CONTROL _F.O.S. 1 -----FACE OF STEEL TESTING PROVISIONS OF THE AFOREMENTIONED PUBLICATIONS. I T I 1- (4) 111 I ��i'I ?I 1 F.O.W. --.-----------FACE OF WALL i l 1 F.R. (FR)----FIRE RATED .:.1 LW 1 I ,x,• 1 1 / J � i I GA ——————GAGE (UNIT OF MEASUREMENT) QUICKFRAMES ADJUSTABLE STEEL ROOF FRAMES: _- ------ --- - (2) 1 --- ----� KOHRS LQNNEMANN HELL GALV -----GALVANIZED (ALTERNATE TO TYPICAL STEEL OPENING FRAMES) ---tE__-__------ f3) G.S.N. -----GENERAL STRUCTURAL NOTES UNLESS SPECIFICALLY EXCLUDED ON PLAN, CONTRACTOR MAY PROVIDE THE FOLLOWING 12 iummon w 1 ENGINEERS, PSC GLB (GLUCAN)--GLUED-LAMINATED BEAM GAGE (30 KSI) QUICKFRAMES ADJUSTABLE FRAMES AT MISCELLANEOUS OPENINGS IN STEEL (5) I I _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ I� _ _ _ _ _ _ MECHANICAUELECTRICAL ENGINEERS H.F. HEM FIR I HORIZ -----HORIZONTAL REINFORCING ROOFA FRAMING T W E THE ROOF LIVE LOAD OR SNOW LOAD DOES NOT W.EXCEEDS 20 PSF AND THE f•- (8) 1 I VWVVV.KLHENGRS.COM TOTAL LOAD TO THE FRAME DOES NOT EXCEED THE LOADS SHOWN BELOW. USE THESE (6) r 01 H.S. ------HEADED STUDS ADJUSTABLE FRAMES FOR OPENINGS REQUIRED BY SKYLIGHTS OR MECHANICAL ROOFTOPI (4) 62 1538 ALEXANDRIA PIKE,SUITE 11 IBC ------INTERNATIONAL BUILDING CODE UNITS. SEE SKETCH BELOW. (NOTE: WHERE THE REQUIREMENTS OF THIS SKETCH ARE NOT ICBO INTERNATIONAL CONFERENCE OF POSSIBLE, NOTIFY THE STRUCTURAL ENGINEER PRIOR TO START OF STEEL CONSTRUCTION.) - I r 01 1 1 FT.THOMAS,KENTUCKY 41075 BUILDING OFFICIALS MW W ,� I I EXISTING STEEL I I 1 ' - 800-354-9783 ICC------ INTERNATIONAL CODE COUNCIL SITE SPECIFIC DESIGN IS REQUIRED FOR LOCATIONS THAT EXCEED, 90 MPH EXPOSURE C; 20 PSF r I 'I' GIRDER I 859-442-8050 ✓35 ICF ------ INSULATED CONCRETE FORMS SNOW; SEISMIC DESIGN CATEGORY D) NOTE: {01 I 11/'1:1" MIN I. F.W. INSIDE FACE OF WALL VERIFY EXISTING FRAMING IN J - - �. .- -. _ _ _ _ _ _ _ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ 9442�058 FAX -----INTERPRETATION OF DRAWINGS FRAME SPAN MAX. CROSS RAIL TOTAL FRAME FELD AND NOTIFY ENGINEER OF - - - - - - - - - - - - - - - - -_ _ - _ _ _ _ _ - _ _ _ _ _ JST JOIST OPENING SPAN LOAD (LBS) RECORD OF ANY DISCREPANCIES. K(KIP) ----- 1000 POUNDS 4?-0" 48" 2250 0 SECTION - _ KLF ------KIPS PER LINEAR FOOT 4?-0" 96" 2000 LBS (#)-----POUNDS 5?-0- 48' 2175 DATE ISSUE DB LGR _----_ PERMIT 15 BID 5?-0' 96" 1850 - - - - LGS ------LIGHT GAGE STEEL 67-0" 48' 2100 MECH L UNIT CURB CONNECTION AT EXISI1NG ROOF _ w _ - - - - - - - - - - - ill - - - - - - - - - - - - - - - - _ x 07 27' / 67-0" 96' 1700 ©2 LGSEA -----LIGHT GAGE STEEL ENGINEERS 7?-0" 48" 2025 15-1007 NO SCALE 08/04/15 LANDLORD REVIEW ASSOCIATION 77-0' 96' 1550 L.0,0.------LOCATION OF DETAILS 8?-0' 48' 1530 /1\ 09/03j 15 CONSTRUCTION SET LL - -LIVE LOAD 8?_0" 96" 1200 LLH ------ -----LONG LEG HORIZONTAL NOTES: 09/22/15 CONSTRUCTION REV LLV ------LONG LEG VERTICAL NOTE: CROSS RAIL END REACTION SHALL NOT EXCEED 1000 LBS. MAIN RAIL END REACTION MAS .-----MASONRY SHALL NOT EXCEED 1750 LBS. THE TOTALIBC FRAME LOADS SHOWN ABOVE INCLUDE A 20% PARTIAL ROOF P LAN/M EC H'L SUPPORT PLAN MAS C.J.----MASONRY CONTROL JOINT INCREASE FOR MECHANICAL UNITS PER IBC SECTION 1607.8.2 AND AN INDUSTRY STANDARD 1. ADDITIONAL MEMBER REQUIRED MAX ------MAXIMUM UNBALANCED MECHANICAL LOADING OF 2/3 AND 1/3, WHEN LOAD IS MORE THAN 4" MBMA------METAL BUILDING MANUFACTURERS FROM PANEL POINT. e.,7 ASSOCIATION THESE QUICKFRAMES, OR THE OPENING THEY SPAN, SHALL NOT BE PLACED SO AS TO INTERFERE 2. EXISTING STEEL JOIST. SCALE 1/4"=1'-0" MECH'L MECHANICAL WITH THE REQUIREMENTS OF OTHER STRUCTURAL ELEMENTS (I.E. DRAG STRUTS, PURLINS, 1 PRIOR APPROVAL OF THE STRUCTURAL ENGINEER 3. STEEL ANGLE 2"x2"x3/16' EACH SUBPURUNS, ANGLES. ETC.) WITHOUTTHE . SIDE FROM TOP CHORD TO MFR'D -----MANUFACTURED MFR('S)-----MANUFACTURERCS) (5) I NEAREST BOTTOM CHORD MIN ------MINIMUM FOR ADDITIONAL INFORMATION AT OPENINGS IN STEEL ROOF FRAMING, SEE TYPICAL DETAILS. 2 f 1 N/A ------NOT APPLICABLE PANEL POINT. N.T.S.------NOT TO SCALE QUICKFRAMES ADJUSTABLE FRAMES SHALL BE AS MANUFACTURED BY QUICKFRAMES, A DIVISION 4. STEEL ANGLE 2"x2"x3/16" EACH O.C. ------ON CENTER OF SOYKO INDUSTRIES. IT SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. � SIDE FROM BOTTOM CHORD TO T---- NEAREST TOP CHORD PANEL Q.F.W.------OUTSIDE FACE OF WALL POINT. OPP ------OPPOSITE GENERAL OSHA------OCCUPATIONAL SAFETY AND N0 {4� / \ 5. TYP EACH ANGLE EACH END. HEALTH ADMINISTRATION VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS. PCI -----------PRECAST/PRESTRESSED CONCRETE -[ \ /+ \\:e. INSTITUTE THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. EXCEPT /' PLAN NQTE� — TYP U.N.O.: P.C. PRECAST CONCRETE WHERE NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR PCF POUNDS PER CUBIC FOOT SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING _ - - -' - `a 1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD PLF POUNDS PER LINEAR FOOT FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,NSTRUCTION. SUCH MEASURES SHALL UETC.DE, BU THE STRUCTURAT NOT BE L ENGINEER IOF RECORDNG, G xw- ..=.======.===. __-_____-__- CONDITIONS. BUILDING DIMENSIONS, WHERE SHOWN. WERE PROVIDED BY PREFAB- -PLUSROR MINUS SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, -----PREFABRICATED THE ARCHITECT AND SHALL BE VERIFIED IM1N SAME PRIOR TO PROCEEDING PSF------POUNDS PER SQUARE FOOT SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE (1) PSI ------POUNDS PER SQUARE INCH PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE {2) WITH THE WORK. PT ------POST-TENSIONED INSPECTION OF THESE ITEMS). _ - PROJECT NAME PTI POST-TENSIONING INSTITUTE WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS ( 2. _ _ •-- AS SHOWN ON PLAN INDICATES EXISTING WALL REINF------REINFORCING SHALL BE THE REFRENCED EDITION AND/OR ADDENDA. ANY ENGINEERING DESIGN. PROVIDED BY `3� 3. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITIONS. ALL t ��]2�I`-5 ` � � SDH ------STEELORDECK INSTITUTE OTHERSOGAND SUBMITTED FOR REVIEW, SHALL BEAROTHE SEAL OF A REGISTERED ENGINEER OPENINGS MAY NOT BE SHOWN ON THIS PLAN, FOR EXACT SIZE, NUMBER AND City of Tigard SLH------SHORT LEG HORIZONTAL RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. sees SLV SHORT LEG VERTICAL LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, SJI ------STEEL JOIST INSTITUTE NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL SPRINKLER AND THEIR RELATED DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL Ap roved Plans SIM --------T--SIMILAR NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL DETAILS. SQ. SQUARE CONFORM TO SIMILAR WORK ON THE PROJECT, AND/OR AS PROVIDED FOR IN THE CONTRACT By Date �� SSMA -----STEEL STUD MANUFACTURERS DOCUMENTS. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL 4. VERIFY EXACT SIZE, WEIGHT AND LOCATION OF EQUIPMENT AND SUPPORTS INDICATED ASSOCIATION STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ON PLAN WITH ARCHITECTURAL, MECHANICAL PLUMBING, ELECTRICAL, SPRINKLER AND CIS c-U.) 1-0) 4 cANDIES STD STANDARD CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH THEIR RELATED DRAWINGS. EQUIPMENT INDICATED ARE ONLY THOSE THAT EXCEED STL STEEL ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY S LOADS SPECIFIED IN THE G.S.N. FOR SUPPORT OF EQUIPMENT, SEE TYPICAL DETAILS TL TOTAL LOAD I T.O.B. TOP OF BEAM WITH THE ARCHITECT. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR AND OTHER TRADES. REVISION ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL ITEMS WITH THE APPROPRIATE ADDITIONAL WEB MEMBERS FOR CONCENTRATED LOAD OCCURRING LOCATION T,O.C.T. -----TOP OF CONCRETE TOPPING TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. 03 T.O.D.------TOP OF DECK AWAY FROM JOIST PANEL POINT 13-0210 NO SCALE 5. THE EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS ARE BASED ON THE BEST G , � �� Ott �5 WASHINGTON T.O.L.------TOP OF LEDGER TYPICALOHERDETAILS MAY NOT NECESSARILY BE CUT ON PLANS. BUT APPLY UNLESS NOTED AVAILABLE INFORMATIONO . DISCREPANCIESE BED BY THE BROUGHT TONTHECTOR PRIOR TO C ATTTENTION OF THESQUARE T.O.M.------TOP OF MASONRY STRUCTURAL ENGINEER IMMEDIATELY. OFFICE COPY S Cl U N R E T.O.P.------TOP OF PLATE CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. COPY 1 9585 SW WASHINGTON SQUARE T.O.P.C. ----------TOP OF PRECAST CONCRETE LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. T.O.S.------TOP OF STEEL PORTLAND, OR 97223 T.O.W.------TOP OF WALL OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SPACE # H-15 WI ------TRUSS PLATE INSTITUTE SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES, APPROVALS AND THE COORDINATION OF TYP ------TYPICAL THE WORK WITH ALL RELATED TRADES AND SUPPLIERS.T&G ------TONGUE AND GROOVE GENERAL NOTE: PROJECT INFORMATION UBC UNIFORM BUILDING CODE SPECIAL INSPECTION - STRUCTURAL ONLY: U.N.O.------UNLESS NOTED OTHERWISE DO NOT PLACE THE NEW MIPS ON EXISTING STEEL JOISTS THAT ARE VERT ------VERTICAL REINFORCING SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THEDATE: 05/28/2015 WCLA------WEST COAST LUMBER ASSOCIATION INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION. "SPECIAL STRUCTURAL INSPECTION" SUPPORTING EXISTING RMS. NOTIFY THE STRUCTURAL ENGINEER IF WCLIB------WEST COAST LUMBER INSPECTION SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE BUILDING THE NEW RTE'S NEED TO BE RELOCATED. TO MEET THIS REQUIREMENT. BUREAU JURISDICTION INSPECTIONS REQUIRED BY SECTION 109 OF THE INTERNATIONAL BUILDING CODE. PROJECT NO. 150128-003 W.W.F.------WELDED WIRE FABRIC SPECIAL INSPECTION IS REQUIRED PER CHAPTER 17 FOR THE FOLLOWING: WWPA------WESTERN WOOD PRODUCTS ASSOCIATION STEEL. CONSTRUCTION: AREA: 1,260 SF. W/ WITH W/C WATER TO CEMENT RATIO 1. WELDING: W/0----------WITHOUT A. VERIFICATION OF VALID WELDER'S CERTIFICATES. B. PERIODIC VISUAL INSPECTION OF ALL SHOP AND FIELD WELDS. DRAWN BY: SH/DS C. ALL STRUCTURAL STEEL FABRICATORS SHALL EMPLOY AN AWS CERTIFIED INDEPENDENT TESTING AGENCY TO PROVIDE SHOP WELD INSPECTIONS PER CODE. INSPECTION REPORTS AND REVIEWED BY: LF/MD REQUIRED DOCUMENTATION SHALL BE SUBMITTED TO ENGINEER OF RECORD PRIOR TO STEEL INSTALLATION. SHEET TITLE DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATION. G.S.N., PLAN B. THE SPECIAL INSPECTOR IS NOT AUTHORIZED TO APPROVE DEVIATIONS FROM THE DESIGN DRAWINGS OR SPECIFICATIONS, AND ALL DEVIATIONS MUST BE APPROVED BY 111E STRUCTURALAND DETAILS ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK. ALL REQUESTS FOR DEVIATIONS THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY -NOT FOR SHALL BE INITIATED BY THE CONTRACTOR VIA WRITTEN REQUEST FOR INFORMATION (RR). CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL RECORD'S SEAL IS AFFIXED lai. WRITTEN SIGNATURE. AND TO THE ENGINEER OR ARCHITECT OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED. TO PROJECT NUMBER 15-1007 PROJECT MANAGER TRM Tall NUMBER THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL D. CONTRACTOR SHALL PROVIDE THE SPECIAL INSPECTOR ACCESS TO ALL ITEMS REQUIRING PROJECT ENGINEER ACK PROJECT DRAFTER TMH SPECIAL INSPECTION. ACCESS SHALL BE PROVIDED BY IN-PLACE LADDERS, SCAFFOLDS, LIFTS AND/OR OTHERERVA ■ ■ SCOTT.EQUIPMENT OPERATED BY THE CONTRACTOR'S PERSONNEL AS REQUIRED FOR CARUSO • TURLEY INC SAFE OBSERVATION. INSPECTOR IS NOT RESPONSIBLE OR AUTHORIZED TO OPERATE till CONTRACTOR'S EQUIPMENT. E. UPON COMPLETION OF THE ASSIGNED WORK THE ENGINEER OR ARCHITECT SHALL COMPLETE C O n 5 U I t 1 n structural engineer s AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF THEIR KNOWLEDGE THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE 1215 West Rio Salado Parkway, Suite 200 APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. Tempe, Arizona 85281 (480)774-1700 (774-1701 FAX) www.ctsaz.com