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PRJ08-0169 DRB080152.pdf
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CORNER - BULLNOSE BEAD ' QQ�� � DATE 6/17108 BY: hqAH UJRAI° Di�YUJALL t0 UJIt�lDOUJ JAMB Bl�tT (NSUL.A7ION PtzOJ�CT NUM6�R: AUD-08 z WINDt3W SECTION � JAMB WITH STrJCGQ � t�Vt,`'iION DATE 3�� � � = 1 ' - � � � ST�P 1 STEf' 2 STcP 3 ATTAG{-I A SILL O� �LASHINCs MATERIAL AT LEAST 12 " U11DE UJfTI-I A�T�R bILL STRfP 15 IN i°LACE JAMB STRIPSCSIDE OF OPENINC� ) Ai°PLY A B�1�D O� CAU��GINC� TO 1'1-I� �3ACK 5Uh?FAGE OF 71-I� U1(NpOUJ . tNEN TNE TOP �DG-�� �Y�N IUITN TI-fE TOP EDCs� OF TNE ROUC�1-1 SfL� • Ls�7 L��487 12 ° IiJIDE UJITN INSfDE EDGc� OF �LA51-IfNC-c �V�N UJ17!-I EDCs� PL�<GE TI-{� 1t11NDOlU INTO T1-4E ROUC�N OPENfNCa LUITN �LANCa£5 OY�R TI-I� �XT�ND TI-+15 51LL StRlf At LEASt 12 " ��YOND 7N� �DCzE OF TH� OF IUINDOW O�'�N (Rll� . ST,4RT +��tP'iB STizfPS I " SELOW TF-I� 51LL I�lSTALL�D F1�,45+� It�C� OvER 7+-I� UJINpOU1 FLANCx� - A�T�fit.' 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' . . . . . . . � ,.,"�, . . . � . . . . . . . . . . . � � . . � � . . � . � . � . . . � � - . � O � LURAP DRYIUALL TO IUINDOIU JAMB 0 cu TH� L SHING � &r�i° 4 0 F' 'i�'OVID� WEAtI-I�i� �LA51-Ifl�tC-� At �Xt�R10R UJAL.�. i��N�71�4TI0i�15 / DP�NINC�S STARTINGr AT TH� TTOM OF Ta-I� IUALL 151LL PLAT� 1 � LAY lt1ATER - fzE5I5TANT �^ ; f (1�lGLUDINCx U111�1UOW5 - DODRS - VENTS - F'AF'�fiz UI�lDER �'N� SI�L STizIF' - GUT ANY �XGESS UJAt�R - R�Sf5TAN7 PAPEt� O � FLA51-lfNC� O� ,4LL �XTETRIOP OP�Nf1�1Ca5 �XP05�D TD lU��`:TF- �R TNAT MA�' EXT�Nt7 A�30VE TI-IE SILL FLANCxE ON EACI-! S(D� OF T+-I� Ofi�ENINC-� SI-IOULD }3E U1E,ATNEi�PROO�EIa . T�CNN(QU�S 51-ICUJN Ai2F �:�GOMMENDED . C SNOIUI�I IN C7I,ACaRAM AS S+-lOR7 DA51-! LINES J . IN5T,4LL SUGGE�t� IT�1Ca GOURS�S � USE " M01570P ° �L,4SNINC-c BY �Or'2tI ��R GORP - JR �QUAL. UJI-I�N�Y�R O� IllATEi� - R�SIS7AN7 P�,P�iztT3 • G . �1"G . 1 O�lE� JAl'1S AIVD +-IE.4D �LANCs�& fN � SI-IIT�iCzL� HOA1zD �,451-IfON . � P0851SL� �012 FLA51-41NC-� MATERIAL - GAUL� BACK O� IUfNL�OIU �R,4M�5 B��OR� � SETl'!NC-s USE UIINDOUIS 71-IAt ,4R� lU�4t�RTICaI-}T - � � I � � . . , � , � � f., � 3 WINDOW SECTION � HE�►DER AND SILL WINLI4W WEATHER FL.ASHING 9 � SGALE: N ; . o , . � �j4 � � � � � — � � � v4�� - ��-a" °� > o ,., . . . . . . . t . . . . . . .. . � . . � . . . . . . . � . L , . . . . . . . . . . . . . . . � . � . a , . . . . � � . . � . � � . . . . . . � . � . � . � � �, ' . � . . � � . . . . . . . . . . . . . . . . . . � . . . . � . . � � � . . . � . . � ; . . . . . . � � . . . � � � . . � . � . . . . . . . . . . . . � �,i , . . . � . � . . . . . . . . . . . E , ' . . . . . � . . � . � . � � . . . . . . . . . � . . . � � � � � . / � . . � . . � . . . . . . . � . .�� � . � . . . � . . : . . . . . . . . . . . . . . . U � . . � . . . . . . . . . . . � � . � . . . . . . � . . . . . . . . . � . .. . . . . : ._-_ i: � i� � YI x �' flL - tiI �1L � ` � � , < `� , . . _ _ : TEE � STRU �; TURA� STEE � � SHOP DRAV� INGS � � � GENERAL F � UN � ATIONS CAST IN PLACE CONCRETE REINFORCING S L _ � Q 1. ALL CONSTRUGTION SHALL CONFORM TO THE 2003 IRC. 1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 1. REINFORCING STEEL SHALL GONFQRM TO ASTM A615, GRHDE 6Q 1. STRUCTURAL STEEL CONST�UCTION S�iALL CONFORM 1. SHOP QRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ° 1. FOUNDATI4N DESIGN BASED ON EXISTING CONDITION OF SPREAD FOOTING 3Q1 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR w � ITEMS IN ADDITlON TO ANY ITEMS REQUIRED BY THE z - > (Fy = 60 KSE) DEFORMED BARS FOR ALL BARS 6 AND LARGER. WfTFi jHE LATEST AISC CODE (}F STANDARD PRACTICE � 4 2. THE CONTRACT STRUCTURAL DRAWINGS AND SFECIF1CATlONS FOOTING DESIGN SOIL BEARING PRESSURE = 2500 PSF. BUILDINGS" AND ACI318 "BUILDING CODE REQUIREi�ENTS FOR �� ARGHlTECTURAL SPECIFICATIONS. CONSTRUCTlON DOCUMENT5 T 0 NOT ' ASTM A615, GRADE 40 (Fy = 40 KSU DEFORMED BARS FQR FOR ST�EL BUILDiNGS AIiD BRIDGES . AISC o � � REPRESENT THE FINfSHED STRUCTURE. HEY D FOR BOTTOM OR TOP OF FOOTING ELEVATIONS, COORQINATE WITH REINFORGED GONCRETE". * �� �, SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS. � � INDICATE THE MEANS OR METHOD OR SEQUENCE OF FOUNDATION D�TAILS AND/OR P�ANS. ALL BARS 5 ANQ SMALLER. REINFORCING TO BE WELDED SNALL SPECIFICATION FOR STRJCTURAI. TEEL BUILDINGS �Z 2. 7HE GENERAL CONTRACTOR SNALL REVIEW AND STAMP ALL SHQP a � w CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE CONFORM TO ASTM A706, GRADE 60 (Fy - 60 KSI) �OW ALLOY ALLOWABLE STRESS DESIGN AND P[_AST►C DESiGN" , DRAWINGS AND PRODUCT DATA FOR CONFORMANCE WITH THE � �`'�,- u 2. CONCRETE SHALL BE READY MIXED CONCRETE IN AGCORDANCE INCLUDli�G COMMENTARY, AND APf'LIvABLE PROVISIONS CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTAL. ANY SHOP W FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT 2. /�LL CONSTRUCTION SHALL COMPLY WITH THE RECOMMENDATIONS WITH ASTM C94 . MINIMUM 28 DAY COMPRESSIVE STRENGTH DEFORMED BARS. WELDED WIRE FABRIC PER ASTM A185, m �° ae � THE STRUCTURE DURlNG CONSTRUCTION. THESE MEASURES OF THE SOILS REPORT . TH STRUCTURAL ENGINEER IS NOT WIRE PER ASTM A82. WELQING OF REINFORCING SHALL BE 0�' AWS "STRUCTURAL WELDING CCDE" . PARAGRAPN DRAWINGS OR PRODUCT DATE NOT REVIEWED AND STAMPED BY � � � E SHALL BE 3000 PSI ( DESIGNED FOR 2500 PSI U.NA . BUT ACCORDING TO AWS D1.4. NO TACK WELDING OF REINFORCING 4.2.1 OF THE AISC CODE OF STAN�ARD PRACTICE TNE GENERAL CONTRACTOR WILL BE RETURNEa WITHt3UT REVIEW. SHALL INCLUDE, BUT NOT 8E tlMITED 10� BRACING, RESPflNSIBLE FOR ANY GEOTECHNICAL ASPECTS OF THIS SPECIFIED AS 3000 PSI FOR DURABILITY PURPOSES3 EXCEPT c �� m � � SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, PROJECT. BARS ALLOWED. FOR STEEL BUIL�INGS ANb BRIDGE�r IS HER�BY THE CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN � � ETG. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE AS FOLLOWS� MODIFIED BY DELETION GF THE f=0�_LOWING SENT�NCE � ACCORDANCE WITM THE CONTRACT DOCU�IENTS. VERlFY ALL � �, � � DESIGN AND IMPLEMENTATION OF ALL SCAFFOLDING, 3. CONTRACTOR SHALL EMPLQY A REGISTERED S41LS ENGINEER TO SLABS ON GRADE_______ _________3,000 PSI 2. ALL REINFORCING STEEL SNALL BE DETAILED AND PLACED IN " THIS APPROVAL CONSTI"UTES TME OWNER'S DIMENSIONS WITH ARCHITECT . � � U BRACING AND SHORING. OBSERVATION VISITS TO THE PERFORM NECESSARY TESTING ' AND INSPECTI4NS FOR 4UALITY GRAQE BEAMS___________________3 ,000 PSI CONFORMANCE WITH THE LATEST EDITIONS OF ACI 318 AND AGCEPTANCE OF ALI. RESPONSIBILITY FOR THE DESIGN 3. ANY CHANGES, SUBSTITUTIONS, OR QEVIATIONS FROM THE o Q � � ' SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE FOUNDATIONS AND CAISSONS_________3,000 PSI ' THE CRSI "MANUAL OF STANQARD PRACTICE FOR REINFORCED R D E Q U A C Y O F A N Y D E T/,I L C O N F I G t J R AT I O N OF QRIGINAL CONTRACT DRAWINGS SHALL BE CLOUaEO BY THE � �s CONTROL AND TO ENSURE THAT THE REQUIREMENTS OF THE CURES AND SIDEWALKS_�_______ _ 4,D00 PSI ' E ° INSPECTION OF THE ABOVE ITEMS. THE STRUCTURAL SOiLS REPORT ARE C�MPLIED WITH. TEST REPORTS SHALL BE - -- C4NCRETE CONSTRUCTION", AND AS MODIFIED BY THE CONNECTIOhlS DEVELOPED BY TFIE fABRICATOR AS PART MANUFACTURER OR FABRICATOR. ANY CHANGES, SUBSTITUTIONS, � _ �► ENGINEER W1LL NOT BE RESPONSIBLE FOR THE SUBMITTEO DIRECTLY TO THE ARCHITECT AND ENGINEER FROM 3. CEMENT SHALL CONFORM TO ASTM C150, TYPE II . AGGREGATE DRAWINGS. ALL REINFORCING BRR BENDS SHALL BE MADE C(3LD. OF NIS PREPARATfON OF THESE S�OP DRAWINGS. OR DEVfATIONS WHICH ARE NOT CLOUDED OR FLAGGED BY , SUBMITTING PARTIES, SHALL NOT BE CONSIDERED, ALLOWEQ � ' CONTRACTOR S MEANS, METHODS, TECHNIQUES, SEQUENCES THE SQILS ENGINEER, WITH COPY TO CONTRAGTOR. INCLUDE PER ASTM C33. LIGHTWEIGHT AGGREGATE PER ASTM C330. ' OR ' PROCEDURES OF CONSTRUCTION, NOR WILL THE THE FOLLOWING INFQRMATION IN THE REPORTS- „ „ 3, ALL REINFflRCING STEEL, INCLUDING WELDED WIRE FABRIC 2. STRUCTURAL STEEL SHAPES AND '�LATES SHALL BE AFTER THE ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY BY , MAXIMUM 3 S�UMP FQR SLABS ON GRADE, 4 FOR OTHER IN SLAB ON GRADE, SNALL BE ACCURATELY PLACED AND ASTM A992 (f 50 K�I) . STRUCT�JRAL TUBE SHAPES THE STRUCTURAL ENGINEER. STRUCTURAL ENGINEER BE RESPONSIBIE FOR CONSTRUCTION - TEST REPORT ON B�RROW MATERIALS Y ' CONCRETE. DO NOT TAMP SLABS tUSE RULLER BUG, SUPPflRT�D BY GALVANIZED METAL CHAIRS, SPACERS OR SITE SAFETY, OR THE SAFETY PRECAUTIONS AND THE - VERiFICAtION OF EACH FOOTING SUB GRADE SHALL BE taSTM A500, G�ADE B (Fy = 46 KSD. 4. THE STRUCTURAL ENGINEER RESERVES THE RIGHT TO ALLOW OR VIBRATING SCREED OR BULL FLOAT ONLY). CONCRETE HANGERS. PROVIDE THE FOLLQWING MINIMUM CLEAR CONCRETE NOT AILOW ANY CHANGES TO THE ORIGINAL CONTRACT DRAWINGS � PROGRAMS INCIDENT THERETO. - FiELD DENSITY TEST REPORTS STEEL PIPE SHALL BE ASTM A5t►1 tFy - 36 KSI) OR - ONE OPTIMUM MOIS7URE-MAXIMUM DENSITY CURVE EOR EACH CONTAINING SUPERPLASTICIZING ADMtXTURE SHALL HAVE COVERAGE� �� ASTM A53 , TYPE E OR �, GRADE B ( Fy = 36 KSU. AT ANY TlME BEFORE OR AFTER SNOP DRAWWG REVIEW. 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND TYPE OF S01L ENCOUNTERED. FIELD - VERIFIED 3 MAXiMUM SLUMP PRIOR TO ADDWG CAST AGAINST AND PERMANENTLY EXP�SED TO EARTH. . . . . . . . 3 5. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT , COORDINATE SITE CONDITIONS WITW THE DRAWINGS PRIOR ADMIXTURE AND 8" MAXIMUM SLUMP AT PLRCEI�ENT. MIX EXPOSED TO EARTH OR WEATHER � "6 AND LARGER.. . . . . . .. . .. 2" � DRAwINGS. ITEMS OMITTED OR SHOWN fNCt�RRECTLY AND WHECN � 3. B4LTS SHALL BE ASTM A307 ASTM A325N. ALL HIGH- TO CONSTRUCTION. ANY DISCREPANCIES AND OMISSIQNS 4. FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS DESIGNS SHALL BE DESIGNED BY THE CQNCRETE PRQDUCTIQN +5 AND S LER. . ... . . . . . . . 1 ' ARE NOT NOTED AS ALLOWED BY THE STRUCTURAL ENGINEER OR � , �- STRENGTH �OLTS SHALL BE TI6fiTf�NED TO THE SNUG- ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO THE ' SHALL BE RESOLVED WITM THE ARCHITECT PRIOR TO CESSPOOLS, CISTERNS, EXISTING FOUNDATIONS, ETC., OR ANY FACILITY IN ACCORDANCE WITH ACI 301 AND APPROVED BY THE GOLUMNS tT0 TIES?. . . . . . .. . .. .. .. ... . . . .. . .. ... .�p` 1 TIGWT CONDITION A5 DEfINEQ BY' WSG UNLESS NQTEp , �s CONSTRUCTION AND PRIOR TO PROCEEDING. DO NOT USE UNUSUAL SQILS CONDITIONS ENCOUNTERED DURING SITE CLEARING STRUCTURAL ENGWEER PRIOR TO CONSTRUCTION. PROVIDE � �� OTHERWISE . ORIGINAL CONTRACT DRAWINGS , IT 15 THE CONTRACTOR S B ; BEAMS ( TO STIRRUPS) . . . . . .. . .. ... .. .. . . . .. .. . . ; SCALED DIMENSIONS. OR EXCAVATION SHALL BE BROUGHT TO THE ATTENTiON OF TME AIR-ENTRAINING ADMIXTURE AT ALL EXPOSED CONCRETE AT A ' ' ' �" � RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED OR SHOWN � ALL OTNERS PER LATEST EDITION OF ACI318 . � i SOILS ENGINEER IMMEDIATELY. RATE ApEQUATE TO PROVIDFL. �I� AT PQINT OF PLACEMENT . 4. ANCHOR BOLTS AND PLA1N THREA�)E� BARS ANO INCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH TNE 4. C�NSTRUCTION MATERIALS SHALL BE 5PREAD OUT IF 4. UNLESS NOTED OTHERWISE, LAP SPLICES iN CONCRETE SNALL ANCHORS SHALL BE ASTuI A36 OR A307, GRADE A. QRlGiNAL CONTRACT DRAWINGS. ' PLACED ON FRAMEd FLOORS OR RQOFS SO AS NOT TO 5. ABANDONED FOOTiN6S, NEW OR EXISTING UTILITIES, ETC. , THAT 4. FIBER MESH REINFORCEMENT tOPT10NAL) 1N SLABS ON GRADE SHALL 6. ALL ENGINEERING DESIGNS AND LAYOUTS PERFORMED BY OTHERS � BE CLASS "B" TENSiON I.AP SPLICES (2'-0" MINIMUM) PER EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. INTERFERE WITH NEW CONSTRUCTiON SHALI BE REROUTED OR CONFORM TO ASTM C 1116, TYPE JII, SYNTHETIC FIBERS OF THE LATEST EbITION OF AGI 318. STAGGER ALTERNATE SPUCES 5. BOLTS, ANCHOR BOLTS, EKPANSIO�k fsOLTS> ETC. , SHALL BE SEALED BY A CIVIL OR STRUCTURAI. ENGINEER REMOVED AS COORDINA7ED WITH THE ARCHITECT AND AS DIRECTED 100 PERCENT VIRGIN POLYPROPYLENE FIBRILLATED FIBERS A MINIMUM QF ONE LAP LENGTH. LAP WELDED WIRE FABRIC SO SHALL BE INSTALLED WI"H STEEL WASHERS. REGISTERED IN THE STATE OF COLORADO. � ! _ 5. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, BY 7HE SOILS ENGINEER. CQNTAINING NO REPROCESSED OLEFIN MATERIALS; 70 KSI. 7. REVIEWING IS INTENDED ONLY AS AN AiD TO THE CONTRACTOR ' DETAILS, STRUCTURAL NOTES AND SPECIF{CATIONS, THAT THE �VERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH ; THE PROVIDE MINIMUM OF 1 .5 POUNDS OF FIBERS PER CUBIC YARD IN OBTAINING CORRECT SNOP DRAWfNGS. RESPONSIBILITY FOR GREATER REQU{REMENTS SHALL GOVERN. WHERE NO 6. SLOPE ALL EXTERIOR FINISHED GRADES AWAY FROM THE OF GONCRETE USEQ. SHEET IS NOT I.ESS THAN THE CROSS WIRE SPACING PLUS 2 INGHES. 6. WELDlNG ELECTRODES SHALL C4N�=0RM TO AWS D1 .1 , CORRECTNES5 AND COMPLETENESS SHALL REST WITH THE ALL SPLICE LQCATIONS SUBJEGT TO APPROVAL AND SHALL BE GRADE �70XX. E9Q SERIES ELECTR��DES SHALL BE GONTRACTOR. ` � � . SPEClFIC DETAIL IS SHOWN, CONSTRUCTION SHALL BUILDING TO ENSURE N4 PONDING OF WATER OCCURS AROUND MADE ONLY WHERE INDIGATED ON THE DRAWINGS. EXTEND ALL USED FOR ASTM A746 REfNf ORCING BARS. ALL T NED FOR RESUBMITTAL IF MAJOR CONFORM TO SIMILAR WORK ON THE PRflJEC�'. $UILDINGS. 5. CONCRETE SHALL BE FREE OF CHLORIDE. NO FLY ASH HORIZONTAL REINFORCING CONTINUOUS AROUND CORNERS AND WELDING SliALL BE DONE BY WEL[)ERS HOLDING VALID 8. SHOP DRAWINGS WILL BE RE UR in�.i , ADDITIVES SNALL BE USED IN CONCRETE WHEN USEQ IN ERRORS ARE FOUND DURING REVIEW. , INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND CERTIFICATES ISSUED BY AN ACCEPTED TESTING n � , 6. NOT ALL OPENWGS OR �QUIPMENT ARE SHOWN ON THE 7. CONTRACTOR IS RESPONS►BLE FOR ALL SHQRING, CRIBBING, FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. WHEN 9. NO MORE THAN TWO SETS OF BLUELINE PRINTS AND ONE SET OF �AP ' WITH HQRIZONTAL BARS AT CORNERS AND INTERSECTIONS AGENCY AtiiD HAVING CI�RENT E:Xf'ERIENCE IN TYPE OF $16�� STRUCTURAL DRAWINGS, AND !T IS THE GENERAL SHEET PILING, ETC. AS REQUIREQ TO SAFELY RETAlN USED, FLY ASH SHALI CONFORM TO ASTM C618, CLASS F. FLY WE�DS SHOWN ON THE )RAWINGS OR NOTES. ALL REPRODUCIBLES W1LL BE REVIEWED FOR AN'Y INDIVIDUAL OF FOOTINGS AND WALLS. j ' ` CONTRACTORS RESPONSIBILITY TO COOROINATE WITH THE EXCAVAI�IONS AND TRENCHES DURING CONSTRUCTION . ASH SHALL NOT REPLACE MORE TN�i q!5 CEMENT BY WELDING PER AMERICAN WELDINC� SOCIETY STANDARDS. SUBMITTAL. +���� SUBCONTRACTORS AND EQUIPMENT WEIGHT. 5. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM aN CENTERS. ALL WELDS ON DRAININGS ARE SH�WN AS SHOP WELDS. 10. ALLOW A MINIMUM OF FIVE WORKIt�G DAYS FOR REVIEW OF SHOP � SUPPLIERS/MANUFACTURES. EQUIPMENT BEING SUPPORTED � BY OR SUSPENDED FROM THE STRUCTURE SHALL BE 6. PROVIDE SLEEVES FOR UTILlTY OPENINGS IN CONCRETE BEFORE DOWEL ALL VERTICAL REINFORCING T0 F4UNDATION. SKEiN HOOKS CONTRRCTQR MAY SHOP WELd �)R FIELD WELD AT THEIR DRAWINGS BY THE STRUCTURAL ENGINEER. � CQORDINAT�D WITH 7HE �IANUFACTURER OF ANY PRE- PLACING CONCRETE. DO NOT CUT ANY C�NFLICTING AS REQUIRED FOR CONCRETE COVER. SECURELY TIE ALL BARS IN DISCRETION. SHOP WELDS OR FIE:L� WELDS SHALL BE ENGINEERED FRAMING OR COMPONENTS. ALL OPENINGS REINFORGING. POSITIQN BEFORE PLACING CONCRETE. CONCRETE COLUMN DOW�L SHOWN QN SHOP QRAWIPJGS. FULL � ENETRATION WELDS �� EMBEDMENT LENGTH SHALL BE A STANDARD COMPRESSION DOWEL SHALL k3E TESTED AND �ERTIFIED 8Y AN INDEPENDENT � B THE Y. � I ' � SHALL BE PROPERLY REtNFORCED AS APPROVED Y ENGIN�ER. 7. CONCRETE SHALL NOT BE DROPPED �IORE THAN FIVE FEET EMBEDMENT LENGTH PER THE LATEST EDITION OF ACI 318. TES7ING LABORATOR S P E � I AL � � S P E � T I O I V • (� � V E R T I C A L L Y W I T H O U T U S E O F T R E M I E S. �1L..e � 6. SPLICED BARS SHAL L B E P L A C E D A T T H E S A M E E F F E C T I V E D E P T H 7. B E A M S, C O L I�M N S A N a B R A C E S S H A L� N O T B E S P L I C E D 7. REFEft TO ARCHITECTURAL, MEGHANICAL, PLUMBfNG, UNLESS NOTED UTHERWISE . REINFORCING BARS NOTED °CONTINt10US" WITHOUT PRIOR APPRQVAL OF ST�i U C T U R A L E N G�N E E R . � ELECTRICAL AND CIViI DRAWINGS FOR LOCATION AND 8. CONCRETE FOOTING5 AND PADS MAY BE POURED AGAINST NEAT OR WITH LENGTH NOT SHOWN SHALL BE FULLY GONTINUOUS 1. SPECIAL INSPECTIONS SHALL BE PERFORMED 8Y A QUAI.IFIED DETAILS OF BLOCKOUTS, INSERTS, OPENINGS, CURBS, EXCAVATIONS PROVIDED THE REQUIRED CONCRETE COVERAGE FOR HEADED STUDS SHALL BE NELS01�1 GRANULAR FLUX- I N S P E e T O R A P P R O V E D B Y T H E ARCHITECT AND THE BUILDING E Q U I P M E N T L O A D S, �Q U I P M E N T B A S E S A N D P A D S, P I P I N G, REfNFORCiNG IS MAINTAINED. ANR SPLICED ONLY AS SHOWN, OR WHERE APPROVED BY THE ENGINEER8• F I L L E d H E�D E D A N C H O R 5 T U D S 0�' A P P R a V E D E Q U A L OFFICIAL. � DUCTS> SITE WORK ITEMS, ETC. AND DIMENSIONS NOT , � 2. SPECIAL INSPECT(ONS FOR REINFORCING STEEL AND PRESTRESSING 7. REINFORCING BAR HQOKS SHALL BE STANDARD ACf HOOKS UNLESS MAQE FROM COL.D FINISHED LOV�" t'ARBON STEEL AiVD $TRANDS, SYRUCTURAL MASONRY AND ANCNOR BOLTS SHRLL BE � � SNQWN ON STRUCTURAL DRAWINGS. 9. MECHANICALLY VIBRATE ALl CONCRETE WNEN PLACED, EXCEPT NOTED OTHERWISE. SHALL CONFORM T0 ASTM A108 , GRADES 1015 QR 1020 THAT SLABS ON GRADE NEED BE VIBRATED ONI.Y AROUND WITH A MINIMUM TENSILE STREN��T`-1 OF 60,000 PSL PERFORMED BY A QUALIFIEQ INSPECTOR UNDER THE DIRECT ; 8. APPROVED EQUAL OPTIONS ARE FOR THE CON7RACTOR'S EMBEDDEQ ITEMS AND UNDERFLOQR DUCTS , ETC. MECHANICALLY STUD I�JELQING fNSPECTi��N AND TE�STING SHALL SUPERVISION OF AN COLORAD4 REG(STERED STRUCTURAL ENGINEER � � CONVENIENCE AND ARE SUBJECT TQ APPROVAL BY THE VIBRATE ONLY THE TOP 5 FEET OF CAISSON CONCRETE. CONFORM TO AWS D1 .1. WH4 IS FAMILIAR WITH THE STRUCTURAL DESIGN OF THIS � � i ` REVIBRATE TOP QF CAISSON 15 MINUTES AFTER PLACING PROJECT. THE SPECIAL INSPECTION CERTIFICATE SHALL BE � � ARCHITECT. IF AN OPTION IS CHOSEN, THE CONTRACTOR I SHALL BE RESPONSIBLE FOR ALL CHANGES AND COSTS CONCRETE. GAST CLOSURE POUR AROUND COLUMNS AFTER 9. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON 02L SEALED BY THE SUPERVISING STRUCTURAL ENGINEER. THE COLUMN DEAD LOAD IS APPLIED. - �' f P OV D CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A MINIMUM � � ' NECESSARY AND FOR COORaiNATION OF ALL DETAILS AS GRANULAR �LUX FILLED REBAR �T 3QS OR AP R E REQUIREO TO INCORPORATE THE OPTION INTO THE WORK. OE 24 HOURS NOTICE TO THE SPECIAL INSPECTOR AND THE � f � 10. CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN 90 EQUAL MAt)E FROM LQW CARBfly.� �OLD ROL�ED STEEL TESTING LABORATORY PRIOR TO BEGINNING ANY WORK FOR WHICH �� WITH A MINIMUM TENSILE STREN�GTH OF 70,000 PSI. SPECIAL INSPECTION OR TESTING IS REQUIRED. �' � 9. ALL PRE -EN6INEERED/PREFABRICATED ITEMS AND MINUTES (60 MINUTES IF A1R TEMPERATURE EXCEEDS $5� ) STUD WELDING INSPECTI�N AND T�STING SHALL 3. SPECIAL INSPECTION IS REQUIRED DURIN� THE FOLLOWING MATERIAL5 SHALL BE INSTALLED IN STRICT ACCORDANCE SHALL NOT BE USED. RETEMPERING OF CONCRETE AFTER CONFORM " TO AWS 01.1. WITH THE MANUFACTURER'S REQUIREMENTS ANQ INITIAL SET HAS OCCURRED IS NOT PERMITTED. OP�RATI4NS PER IRC SECTION 1701 � � 10. DRYPACIC FOR COLUMN EASE PLr�TE:S AND BEARING EXCAVAT{ON AND FILLING DURING EAR7HWORK � � � ALTERATIONS ARE ALLOWED ONLY IN WRITING. A. GRAf31NG, � 11. CURE EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN PLATES SHALL BE FIVE STAR GROUT OR AN EQUAL EXGAVATIONS , GRADING AND FILLING AS REQUIRED TO SATISFY � 10. ALL DETAtLS SHOWN SHALL BE INCORPORATED INTO THE ACCORDANCE WITH ACI301 PROCEDURES IN ORDER TO PREVENT NONMETALLIC SHRINKAGE-RESISTANT GROUT WITH A REQUIREMENTS OF IRC CHAPTER 18 AND APPENDIX CHAPTER 33 ' PRdJECT AT ALL APPROPRIATE LOGATIONS, WHETHER CRACKING. CURE WIl'H CURING AND SEAL(NG COMPOUN6 , MINIMUM 28 DAY COMFRESSIVE STRENGTH OF 5000 ,cWD PLACEMENT OF ENGINEERED FIl.L. � " SPECIFICALLY INDICATED OR NOT. TYPICAL DETAILS M015T CURING, MOISTURE-RETAINING CQVER CURING, OR Ps�• B. CAISSflNS� DURING DRIL'�ING AND PLACEMENT OF ALL CQNCRETE "� � MAY OR MAY NOT BE CUT ON THE DRAWINGS, AND DETAILS COMBlNATIONS THEREOF. IF CURING COMPOUND 1S USED, AND REINFORCING STEEL � `� MAY OR MAY NOT BE CUT AT ALL. SPECIFiC LOCATIONS, APPLY AT A RATE SPECIFIED BY THE �IANUFACTURER, BUT NOT 11. PROVIDE FABRICAtOR S STANaARt1 F�UST-iNHiBiTiNG G CONCRETE� DURING TAKING OF SPECIMENS AND PLACEMENT OF � BUT SHALL APPLY UNLESS N4TED OTHERWISE. LESS THAN I GALLON PER 200 SQUARE FEET OF SURFRCE PRIMEft SNOP PAINT FOR ALL 'ST�EL SURFACES � AREA. EXCEF'T SURFACES ENCRSED Ir� (,'ONCRETE, OR TO ALL CONCRETE. UNLESS NOTED OTHERWISE, SPECIAL INSPECTION � � 11. WHERE REFERENCE IS MADE TO VARlOUS TEST STANDARDS RECEIVE SPRAY - APPLIFD FIREPRQOFING . OF FOUNDATION CONCRETE AND SLABS ON GRADE IS NOT REQUIRED . 12. CONCRETE COMPRESSIVE STRENGTH AND SLUMP SHALL BE SEE GENERAL STRUCTURAL NOTES AND/OR PROJECT SPEGIFICATIONS FQR MATERIALS OR PERFORMANCE, SUCH STANDARDS SHALL FOR FREQUENCY OF TESTING ANQ STRENGTH REQUIREMENTS. TESTED PER ASTM C31, C39 AND C143. PROVIDE 3 BE THE LAST EDITION AND/OR ADDENDUM. CYLINDERS PER TEST FOR EACH DAY'S CONCRETE PLACEMENT D. REtNFORCING STEEL AND PRESTRESSING STRANDS- DURING ALL 12. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND OR AS DIRECTED BY THE ARCHITECT. TEST ONE CYLINDER AT STRESSING OF POST TENSIONED CONCRETE AND DURING ALL PLACING SUBMITTED FQR REVIEW SHALL BEAR THE SEAL OF A 7 DAYS AND TWO AT 28 DAYS. TES7ING SHALL BE DONE BY A OF REINFORCING STEEL AND PRESTRESSIN6 STRANOS IN REINF4RCED PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER QUAL1FfED TESTING LABORATORY. CONCRETE REQUIRED T� HAVE SPECiAL INSPECTION. �Ar� 6i��ioa E. STRUCTURAL MASONRY- DURiNG PREPARATION OF PRISMS, PLACEf�ENT REGISTERED W THE STA7E OF COLORADO. ! OF REINFQRCING, INSPECTION OF GROUT SPACE IMMEDIATELY PRIOR �Y: MAH 13. FOR CLARITY, ALL ROOF, FLOOR AND WALL OPENIN6S MAY TO CLOSIN6 OF CLEANOUTS AND DURING PLACEM�NT OF ALL GROUT. SPECIAL INSPECTION F4R PLACING OF UNItS MAY BE PERFORMED ON ����� �M��t;: AUD-o8 NOT BE SHOWN ON STRUCTURAL DRAWINGS. FOR EXACT ' SIZE, NUMBER AND LOCATION OF OPENINGS, SEE A PERIODIC BASIS. ARCHITECTURAL, MECHANICAL , ELECTRICAL AND PLUMBING F. ` WELDING� DURING ALL STRUCTURAL FIELD WELDING AND SNOP W�LDING �Eyi�oNVA.r� (INCLUDING WELRING OF REiNFORCING STEEU , EXCEPT WELDING ' DRAWINGS . FQR FRAMING AT OPENINGS, SEE TYPICAL CONNECTION NAILING PERFORMED W THE SHOP OF A BUILDING OFFICIAL- APPROVEO , STRUCTURAL DETAILS. VERIFY ALL SIZES, WEIGHT5 AND FABRICATOR. �; LOCATION OF MECHANICAL AND ELECTRICAL EQUIPMENT, JOIST Td SILL OR GIRDER, TOENAIL 3 - 8d HANGER SCHEDULE G. HIGH STRENGTH BOLTING� REVIEW OF ALL BOLT INSTALI.ATIONS TO � DUCTS, ETG . WITH MECHANICAL AND ELECTRICAL ENSURE THAT THE PLIES OF 7NE CONNECTED ELEMENTS HAVE BEEN � i ENGINEERS THROUGH ARCHITECT . BRIDGWG TO JOIST, TOEtdAIL EACH END 2 - 8d ; (MEMBER HANGEft UNLESS OTHERWISE NOTED) BROUGHT INTO SNUG CON7ACT AND DURING BO�T INSTALLATIONS 14. COORDINATE ALL SHOP DRAWING SUBMITTAL REQUIREMENTS SOLE PLATE T0 JOIST OR BLOCKWG, FACE NAIL 16d AT 15" O.C. MEMBER SIMPSON HANGER AND TIGHTENWG OPERATIONS. H. EXPANSION BOLTING� REVIEW TORQUE OF ALL SOLTS TO ENSURE THAT WITH THE STRUCTURAL N4TES AND THE ARCHITECT. TOP PLATE TO STUD, END NAIL 2 - 16d IN5TAL�ATION AND EMBEDMENT REQUIREMENTS HAVE BEEN MET. 3- 1%Q" X 9�Z" LVL WP 5.50l95 i. EPDXY BOLTING� DURING INSTALLATION OF ALL BOLTS T0 fNSURE 15. DESIGN LOADS� STUD TO SOLE PLATE 2 - 16d END NAIL THAT INSTALLATION AND EMBEDMENT REQUIREMENTS HAVE BEEN MET. ROOF SNOW LOAQ a 90 PSF DOUBLE STUDS, FACE NA1L 1fid AT �4" O.C. 2 1�/y " X 11%g" LVL 4TT 3511.$8 J. ANCHOR BOLTS� PRIOR TQ AND DURING PLACEMENT -0F CONCRETE. ROOF DEAD LOAD � 15 PSF K. SPRAY APPUED FIREPROOFING� INSPECT SUBSTRATE CONDITION PRIOR ROOF UPLIFT WIND LOAD = 2 PSF tNET) DOUBLE TOP P�ATES, FACE NAIL i6d AT 1i° O.C. 3 „ „ TQ APPLICATION OF FIREPROOFING AND THICKNESS OF FIREPROOFING � 1 1 /4 X 14 �VL MIT 1.81/14 �p� �E � FLOOR LIVE LOAD = 40 PSF AFTER AFPLICATION. �• . ° ° ° ° • o�/S , RIM JOI5T TO TOP PLATE, TOENAIL $d AT 6" O.C. % �,� � • o �`� FLOOR DEAD LOAD = 20 PSF L. PANELIZED ROOFS� REVIEW QF fRAluIING AND PLYWOOD NAILING . - °� • • TOP PLATE, LAPS AND fNTERSECTiONS, FACE NAIL 2 - 16d 2 1�/4" x 14° LVL MIT 414 ' �`°0 19 � ' ��� a�o CONCENTRATED FLQOR LIVE LOAd = 2000 ` LBS PIACED PER I R C � �� 4. D U T I E S A N D R E S P O N S I B I U T I E S O F T H E S P E C I A L I N S P E C T O R= 16d AT 1� O.C. o , : CO TINUOUS ADER TWO PIECES �� F R . N HE , ALONG EACH EDGE 14 JOIST ITT 14 A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED 0 -a , WIND� BASIC WIND SPEED- 90 MPH, EXPOSURE "B" , I -l.0 C�ILING JOISTS TO PLATE, TOENAIL 3 - 8d CONFORMANCE WlTH THE APPROVED DESIGN DRAWINGS AND � �� �'' � '� , SEISMIC� CATEGORY B � 9. 5" JOIST ITT 9. 5 SPECIFICATIONS. `�`�s� amepsaae� �,�'� , CONTINUOUS HEADER TO STUDS, TOENA1L ' 4 - 8d B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO <�NA�. E� ; THE BUILDING OFFICIAL AND TO THE ENGINEER OR ARCHITECT OF , CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3 - 16d 2x10 LUS21Q RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE CEILING JOIST TO PARALLEI RAFTERS, FACE NAIL 3 - 16d ATTENTION OF THE CONTRACTOR �OR CORRECTION, THEN, ���� � IF UNCORRECTED, TQ THE ENGINEER OR ARCHITECT OF RECORD AND RAFTER TO PLATE, TOENAIL 3 - gd 2X4 POST AC4 TWE BUILDING OFFICIAL. f°AG� o� �, G. UPON CQMPLETION OF THE ASSIGNED WORK, THE SPEGAL INSPECTOR m BUILT-UP CORNER STUDS 16d AT �4" Q.G 2X6 POST ACfi SHALL COMP�ETE AND SIGN A FINAL REPORT CERTIFYING THAT TQ N 1. THtS SCHEDULE SHRLL APPLY UNLESS NOTED OTHERWISE. THE BEST OF THE INSPECTOR'S KNOWLEDGE , THE WORK IS IN � CONFORMANCE WITH THE APPROVED PLANS AND SPECIFfCATiONS, AND � ' 2. REFER TO IRC TABLE 23-3-Q �'OR ADDITIONAL NOTES. THE APFUCABLE WORKMANSHIP PRQVISIONS OF THE CODE. � � � � '. 0 � s = � , � ' � _ � � , � � ; , -� - _ , � � , � , � � , � � 5c�.�: N ' � , � va�° = r_a� � 0 � a , � � � � � _ � — - -- I ._ � : 10 X10 T(MBER GOLUMN I � � � OL STONE GAP CUT AROUNp � LOCs ANb SEAL 2 � _ � n w K ,� lU / GNINiGtNCs � � � � � . . p� i1L -- p4 ' S Vf°_RTICAL . . �. : � � . � � . . : . . . . . . . � . , . ep e • 0 D p ' ° . D � � � . � � � '�2 . � . p � p � , . . , g = o . - o . . o . 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I ( ' I I I �t�W ( I I ` � - @ - - � ( GR�U1L �i��G � � � � � , � 1 � / � � , / , I � _ _ � � � � - , / � � �.l.l . Y . . . . � . ` . � '; ( ( ; 4 foot tall crawl space , I � � I � �\ \ � � — �1 � � _ � i � � � � ,, I �, , _ � ,� 3 � _ � �� 5 � _ ��ta � , , , � ` , 1�! � — , — _ I � ` , , ` � � � - - - - - - - - - - - - � ( C�,� fi� � 5 ,� � \ ,4iz,4 5L � � . , - - - - - — - - - - - - - —� I � 01�1 fi� � D � � ON C.� � D � � \ � � � ; i - � , ` � / , , , � , � � � _ � � � I — � � � � � � pr vide cr wl / , „ � I pace ce55, � — — — \ � � � � / � XfEND 18 INT(} (N FOUNDATION I 5aW G 8XI5 !� "�G�t'I , ` � \ ` ` N D �i'OXY�D. �M��D(MIN 6", � �BAIZSUIZlL0�1�IDqL ��5 ( 3 . . . . . ..... ` � , ` , � � ; -�zro�> a � r. 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