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FRAMING PLANGENERAL NOTES AND FOUNDATIONS: - 1. All work shall conform with the latest State Building: LIS c3 Code requirements. 2. Foundation drawings shall be coordinated with the architectural, M mechanical, steel, plumbing, and site drawings. �;<:_ 3. Any misfits or discrepancies shall be brought to the attention of the Engineer or Architect for resolution before proceeding with the affected part of the work. STRUCTURAL STEEL: 1. All steel shall conform to the A.I.S.C. Specifications for Design, Fabrication and Erection of Structural Steel for Buildings. Members are sized for ASTM A572 Gr 50 steel, unless. otherwise noted. 2. All shop and field welds shall conform to the A.W.S. ,Code for buildings, D1.1. 3. Connection bolts shall be 3/4" did. high strength, ASTM A-325. The torquing of these bolts is not required in bearing connections 4. Minimum weld size shall be 3/16" unless otherwise shown. 5. All steel shall receive one shop coat of approved primer. 6. No permanent connections shall be madeup until the structure has been properly aligned. Provide temporary bracing as required. 7. Minimum bearing for lintel beams on masonry shall be 8"generally. Angle lintels shall have 6" minimum bearing. 8. Refer to structural drawings for schedule of lintel sizes for various well openings. 9. All anchor bolts shall be set with templates prior to placing concrete. Protect threads of anchor bolts from concrete spatter during placement, remove templates and nuts 24 hours after concrete placement and clean, grease and wrap exposed threads.r 10. Structural steel tubes shall be ASTM A500. grade B 11. Anchor bolts shall be ASTM A307 or A36 threaded rod unless otherwise noted STEEL JOISTS: 1. All steel joists and girders are to be fabricated and installed in accordance with the latest Steel Joist Institute's Specifications. 2. Paint all steel joists with one shop coat of approved primer. 3. Provide horizontal or diagonal bridging in accordance with the S.J.I. Specification and the drawings. 4. No construction loads are to be imposed before joists are properly anchored and bridging is in place. 5. Provide ceiling extensions as required. 6. Install 2 angles - 1" x 1" x 1/4 from point of application of HVAC unit load to nearest adjacent bottom chord panel point (typ. nless load coincides with top chord panel point). CONCRETE AND REINFORCEMENT 1. All concrete work shall comply with the latest "Building Code Requirements for Reinforced Concrete" (A.C.I. 318) and "Specifications for Structural Concrete for Buildings" (A.C.I. 301). 2. Concrete in slabs on metal deck shall have a minimum compressive stength (f'c) of 4,000 psi at 28 days 3. All concrete exposed to freezing temperatures during construction or in the finished work shall have 5% (+ or-1%) air entrainment and maximum 4' slump. 4. Reinforcing steel shall be deformed bars conforming to ASTM A615 grade 60, with deformations complying with ASTM A305, Ties and stirrups may be grade 40. 5. Splices and development lengths (Id) for reinforcment shall be as follows, unless otherwise noted: Concrete f c Bottom bars #7 and higher .Bottom bars #6 and less. Top bars #7 and higher Top bars #6 and less. 3,000 PSI 55 Dias. 44 Dias. 72 Dias. 57 Dias. 3,500 PSI 51 Dias. 41 Dias. - 66 Dias. 53 Dias. 41000 PSI 47 Dias. 38 Dias. 61 Dias. 49 Dias. 6. All reinforcement bars shall be securely wired to prevent displacement during concrete placement. 7. Minimum concrete cover to reinforement shall be: a) Cast against soil .......... 3' b) Formed surfaces exposed to soil or weather .......... 2" 0 51Iab §u'rfac6 €kPOSeP t6 weather. .... C d Slab surface not exposed to weather..... ..i" 8. The owner will retain the services of an independent testing agency to perform inspection and testing services as outlined in ACI 301 "Specifications for Structural Concrete for Buildings 9. Welded wire fabric shall conform to ASTM A185. Sheets shall be lapped 6" minimum and wired together. 10 All necessor I y seeves and Inserts shall be furnished and installed by the various trades in cooperation with the contractor. 11. Protection for concrete installed in cold or hot -weather conditions shall comply with Sections 1908.9 and 1908.10 respectively of 780CMR-Sixth Edition CONCRETE SLABS ON METAL DECK 1. Minimum concrete strength shall be 4,000 psi at 28 days. 2. Maximum length and area of concrete slab placements shall be 90' 0" and - 8,100 sq. ft. respectively. 3. All reinforcing shall be continuous through .construction and control joints. 4. A minimum of 72 hoursshall elapse between adjacent concrete placements. 5. Slab surfaces shall be level to tolerances complying with the requirements of ACI 117. Finish shall be as specified by Architect or Owner. 6. All slabs shall be cured using methods compatible with the intended slab surface treatment and in conformance to Section 1908.8. of 780 CMR-Sixth Edition. 7.. Protection for concrete installed in 'cold or hot -weather conditions shall comply with Sections 1908.9 and 1908.10 respectively. 8. Slab .thickness shown on. the plans shall be the minimum thicknesss at .any point. (This will require that the slab not be cast dead level where supporting beams, trusses or joists thove on upward camber.) 9. Vertical construction joints shall be made at midspon or at points of minimun shear. 10. .Welded wire reinforcement as indicated on the drawings must be supported upon properly designedslab bolsters at 3'-6" on. center each way to support the reinforcement at mid -depth of the slab. FLOOR DECK: 1. Floor deck shall be 28ga. galvanized 9/16" deep form deck complying with the latest Steel Deck Institute's Specification. 2. Weld all floor deck to .each joist, beam, or other supporting. member with 1/2" did, puddle welds at 36" o.c. max. except at end laps or to deck plates on masonry or concrete walls where 15" o.c. max is required. 3. All end laps of floor deck sheets shall occur at a supporting member. 4. Weld washers are to be used for all floor deck puddle welds LOADS: Massachusetts State Building Code 1. Suspended slabs live load: 250 PSF REVISIONS NO. DESCRIPTION FLF C 'Y r„ r. ' This ESTIOned glen Vist 6 Kept Go Site T`I�1LP°Ri uT[tFir no :NO. ENNA ). CK90 UCTUL R iO.0 MFTDn T „__ PROJECT: -' __ """' ww� ..oY-ewe DBS LUMBER DARTMOUTH, MA. nnE NOTE SHEET :usTOMER: BISZCO BUILDING SYSTEMS, INC. RAwN eY: Bld DATE.1 4/05. Joe No.750-04 NECNEo EY: SCALE: NTS oRwC. NO.N1 of 1 i C 12 23._6,.. 25'-0" 25'-0" 25 -0" 25'-0" 25-0" 25-0" 23'-6Y" RACK LOCATION 6 6 5 co +0 JE2 c°�i � JE2 JE2 ITZ K5 1TJ 6K2 Wi X35 - _ c 0 �ti 20K] TJ W21 X44 5 5 JE2 TJ 20K] 1 W21 X44 10,0001bs PER 56 WIDE x 16 c°,+ TJ + 20K] W21 X44 RACK 0" LONG 5 JE2 2DK] TJ W� %4y 20K] 0K W21 X44 TJ W21%44 20KZ i JE2 _ J i6K5 - 1 20K] =j J 1 20K7 J 20K] J 20K] 20K] I. 2CK] J J W E -3" J 16K5 Ps 1 - 20K] - 4 ,.yam J 2OK] I J 20K] I J 20K] f J 20KY 1200 J 16K5 •Io a W21 X44 n JE2 W21X44 W21 X44j W21X44 l W21X44 - ® b o .I ® a nr w m. N m i� ® JE2 IC u �_ vl 3 3 m 2 ® 1 1 Y MN n PSI - 2 ®~ 1 ry 1 L 0 a TJ JE2 m �� L JE2 N a E_ J 20K r i 6K5 a 1~ �� s J 201(7-°iry .I ov J 20K] -I ~� o D e TJ JJ20K7 a x Y x 1 i y _ 0 v H H � � 16K2 W14X2 M O x _I x 1 � nYo x TJ 9 -- ---" nN I + o •I " o x x x 3 a .i 1 .I 3 i 3 �-1 3 o .i n o f� JE2 - 1 _ .1 3 �� 3 1 x m _ a ® t- n I m ®� 1® n o ® 1 I m 0 ® m M o X ® 0 J E 2_^ 3 1 �� m z 3 MO m N IN O 3 5 5 W 5 5 5 �� 5 JE2 JE2 JE2 I JE2 JE2 1 JE2 JE2 JE2 1 1 1 1 1 TJ Ti TJ 20]`K G TJ iJ. 20K7 1 TJ +e TJ 20K] TJ 20K7 20K]` 1 + JE2 n •II m N 1 - - o �, n R d 1 H IN IN I O e Iy® ® ® 0- O J ® ® -- I Y V y, X I �� _ o - N 3 '^ E2 N a L-1 B TJ X X G ry 0 m H �. I Y Y x Y m ��� i 6K2 No P _ '^ o I I B 6 =I a x x IN N IN N n 20K] n +4 1 I •N M M O O X 3 ft 3 3 •i 3 3 3 3 3 JE2. 2 E _d" -I JE2 II II Z PSI m m - p P m < '^ ® 1 I ® sos-s' n n ? JE2 ��. 0 2 ® 2i xx� r ro m Psl rn JE2 JE2 3 ® ® F------_; W 18X35 X m N 5 1 3 JE2 5 I 5 5 5 a_L _- Eps 3" =I .i E 2 N �I JE2 E JE2 JE2 5 I I a P51 m EOs-3" JE2 I I 1 1 JE2 � I noN f3 vs J T 16K2 1'-3Y" O' 1'-3Ya' m 6 W18%40 a T T 1--3Y" m 20N T 0 0 ] ]00 i o �o6W18X35 ,o 0" ti ti+ '�°+ JE2 /o 9'-2" 14'_4Y• JE2 M1+ a e'-tYs" 15._5.. ry+ 23'-641" 25'-0" 2570" 25'-U" 25'-0" 25'-0" 25'-0" 23'-6j" FLOOR DECK WELDING PATTERN WELD DECK TO EACH JOIST, BEAM OR OTHER SUPPORTING MEMBERS WITH R" DIAMETER PUDDLE WELDS AT30" MAXIMUM. EXCEPT AT END LAPS AND ENDS WHERE 15" O.C. WILL BE REQUIRED. WELDING WASHERS SHALL BE USED ON ALL FORM DECK LIGHTER THAN 22 GA. 14 " END LAP AS RECOMMENDED BY 2-L V 6-1" DIA DIA. A325 N BOLTS W30X211 GH SIDE) STRUCTURAL STEEL (JOISTS) THE MANUFACTURER TYP. W30X211 CONNECTION OPEN WEB JOIST METAL FLOOR DECK 1) PAINT: GRAY 1) MATERIAL: -26_ GA.: TYPEFORM,UN0.: 060CALV.: COVER. -. -2 BRIDGING HORIZONTAL 1"X1" XZ 64" CONT. T.& B. --- _30'_ 2) SHEETS ARE TO BE ERECTED WITH EDGES UP. END LAPS SHALL BE 3) MADE OVER SUPPORTS ALL BRIDGING WITH ANCHORS BE BEFORE CONSTRUCTION 3) CUTTING OF DECK SHEETS TO ADJUST AREA WIDTHS. RI LOADS ARE APPLIED. LAP HORIZONTAL BRIDGING A MAXIMUM OF 4" M AL BRIDGING BEVELLONGITUDINAL UTTIN I ,C TS, BEVEL CUTTING, NOTCHING FOR PD. NOTATHE WELD. ALL BRIDGING SHALL SE. WELDED TO THE TOP AND BOTTOM ETC., IS TO BE DONE IN THE FIELD. AND AND IS NOT THE RESPONSIELITY RESPONSIBILITY CANDHC CHORD OF EACH JOIST. METRO WEST STEEL AND ITS, SUBCONTRACTORS T 4) CEILING EXTENSIONS ARE NOT REQUIRED FOR SUSPENDED CEILINGS SE 4) SEE ATTACHED WELDING PATTERN. 5) JOIST WELDING - 1/8"x 1" FILLET WELD BOTH SIDES MINIMUM. V U UO FLOOR FRAMING PLAN TOP OF STEEL ELEV 14'-2" TOP OF SLAB ELEV = 14'-6" DECK TYPE = Yis" X 26go G60 FORM W/ 4" SLAB USE 6"X6" W2.9XW2.9 WWM 0 MID DEPTH OF SLAB RACK LOAD:= 10,000# 0 48" O.C. HE = 250psf DE = 62psf DIA. A325 N BOLTS 4-1' pIA. A325 N BOLTS W30X211 2�" 4-1" DIA. A325 N BOLTS W21X44 TYP. W21 X44 CONNECTION 12 13 E I ACCESSORY SCHEDULE MARK GAGE DESCRIPTION QUANTITY POUR STOP A X B X C �A PS1 20 3/a X 4" X 3„ B C PS 2 10 3/a' X 4" X 12" A X B X C STAMPED FOR GRAVITY DESIGN (soej Sad 's000� 'ra,(soa") 3fia'soiz 'J OF MEZZANINE BEAMS & JOISTS PROJECT: DBS LUMBER ONLY. DESIGN OF METAL BUILDING & COMPONENTS BY OTHERS. DARTMOUTH M l A. J REVISIONS TITLEJO.. DESCRIPTION DATE BY MEZZANINE FRAMING PLAN 1 GENERAL. REV. 1 25 BH CUSTOMER: BISZCO BUILDING SYSTEMS, INC. BHD� 1/4/05'750-04 w6cKEo BY: s JF NTS oawc. No.�ET OF 2 POUR STOP MK=PS7 3"X4"X3"X20ga BY MWS RM DECK SECTION I SECTION 2 JE2 IN'TIE JOIST SEAT ONLYya VA 2 �s" X 2" SLOTS ®3Ya"GA IN TIE JOIST SEAT ONLY 2—�s" X 2 SLOTS ®.3Ya"GA I IN TIE JOIST SEAT ONLY ORM DECK I I g" 1.. 1•. 11•, 1,• 5,r n• a ) v, 1' 1" 2y 2" a 5" 7" 8. POUR STOP MK=PS2 i" 5^ -'. ": 1,• 5. �I: �... a 22., 2"X4r'XI BY MWSto Oqa %s"X26ga FORM DECK 2 4.r III 21 r 121 4 4" 4,• L 5 X5"R8" II 3 1 W/g,r. STIFFENER PL. L 5'X5"X8" 1' W/g�" STIFFENER PL. I J L ill L DO NOT WELD BOTTOM DO NOT WELD BOTTOM WA STIFFENER PL _ HORIZ BRDG 11 CHORD T0. STAB PL - ChaRG T6 S—FAB PL 60 NOT WELD BOTTOM i" X 1" X " SECTION CHORD TO STAB PL TOP AND BOTTOM 3 SECTION 4 JE2 JE2 SECTION 5 JE2 SECTION g JE2 ACCESSORY SCHEDULE MARK GAGE DESCRIPTION A POUR STOP A X B X C rI � ^ PS1 20 3�.r. X 4" X 3" B L C PS2 0 3/a" X 4" X 12" A X B X C. °.� METRO E �°r�,ra�° � f� ✓EST STEEL {I°ciunnl. 730 MA0I80N STREET PRENTHAM, MA' o sra>z f PROJECT: (508)-384-5000 E,(508)-384- w DBS LUMBER �+® DARTMOUTH, MA. REVISIONS N0. DESCRIPTION DATE BY nT�E SECSLON:S 9 GENERAL RFV I i iocI nil Q 4 4 4 Q Q 2M'-O 4 4 Q 4 CP 4 '�P FILE COPY 'i �i •i �i •i • r I I I i � _ E MA COLUMN � 'a• 'o- •o• a• •o• ro• o o �a o 0 0� o _ •° $ � I I a• e a• o 60B•A• g ExmA OUMN, 0 %� •� ro•a o oalo 0 0 0 g 'r_° Y o o I g I •B, I I I I I I I ' R `C 2' E E E• 'E E 2' m C. �n V v 0 .A,. XA b cN2 ANCHOR BOLT SETIINC PLAN Pb 2_0 MAXZIL 4 5 3 Y 1-T B o�JNuE BASE DETAIL BASE DETAIL J�m 1 0' mT' BASE DETAIL BASE DETAIL TEV B_I/12�i _ELEV. l00'-0 O 11 �p FlN FLOOR FAI, � 0 FlN ROOF 2-r2 E1£Y 700 a TOO_0 _ Zn� /4"YSANCHOR 80CT5 ¢ SECTION "B" Ya SECTION "C"�� SEC1)ON "D" TO ANCHOR BOLTS j"P ANCHOR BOLTS qq E•S"0 ANCHOR BOLTS BASE OF SI£R. AT ELEV.. 99'_5 BASE OF STEEI. AT Q£✓. 99'-5 BASE CF SIF£L AT ELEV. 99'-5 BASE OF STEEL AT ELEV., 99'-5 I'-T ® B O ®'mP T 2 2 1 0•_1O® g" Q ^1 o Q e Q 1 y M 6 BASE DETAIL BASE DETAIL BASE DETAIL EOR BASE DETAIL O'-10' 1 j FlN R, _ RNR m Qv,W_o FlN. TOFtR FYN. FLOOR m £LEY. iW O REV, IW-O m - ELEV. 100'-0 _ d ?r SECTION "E" =.g'�k 4"0 ANCHOR 6aM SECTION "F" tia SECTION "Fx" EJ� SECTION "G" =.3y ANCHOR BOLiS 43"0 ANCHOR BOLTS '•n 45 ANCHOR BOLTS 0-9 CURB BEYOND T 2' 1 ty� (P ANCHOR BOLTS k' (NOT E (NOT BY ROBERTSONJ SS FRAMED OPENING ANCHOR BOLT SETTING PLAN m SECTION "X" eWOMC 'B' Pr 0 AI B &g1pMC 'A" A KEY RAN AMB (6 X I" RN BOLT 1214 W100' 8� 0 MISTED BOOR 0 JAMB DETAIL AT FLODR 1. FWNOAVON MOST BE SWAFE AND ILEYEL T. ALL ANCHOR BOLTS MUST BE TIDE'IN SIE LOCATION AND PRO"BM.. 3 PFOERBIL BOOT MUST BE. HELD h0 K£EP >HFEAOS Q£AF OF FNISHFD COMMIT. 4, INS DFAWW IS FOR ANCHOT BOLL PLACEMENT WLY AND 6 NOT A SIBSRNTE FOR £WNOA ION OEEMN LFMP�07 BOLT DESIGN WES NOT ACCAINT FUR DUE TO GINUK MILDER ASSUM/ES REBPON56ILl GRE M CHgOT OF GRWT,ANO ORW]!NGFE TO PREVENT BENDING. NOTE, - COLUMN ON GRID 1/N£ 13 AT B,C.D,E,C TO JUAINAF1ER SU4DMO EXIENSIW.- MEZZANNIE MLL NOT BE EXTENDED PN[M BUILDING IS En, VE0. [A�A 0.P BIX1S AREAiN 99'-5UNLESSNOTED.00.4 AT QEV.ABCN 100'-0.. T CML No. 9ESY8 �h nooert�xuo xMIRipX pryiAPoo Bulltllny _. _Z 11-B-I37 -1 By8t9mu cos-s H_T000 WOMEN SWF ft DATE erszxD ammxcs TOTF MAMOWDi ROB wvnY TAU FIVER MA 956 NOT PHIL Bq0 M, sER wpaz __. .I.S MN03INIIM MA MATERIALS MATERIAL PROPERTIES OF STFEL PLATE AND SHEET USED IN ME FABRICATION OF PRIMARY RIGID FRAMES AND ALL PRIMARY STRUCTURAL FRAMING MEMBERS COMER MAN COLD —FORMED SECTONS) SHALL CONFORM TO A57M A529, ASIM A522, UP CSA CHILI WON A MINIMUM SPEpFlEO YIELD PONT OF 5G KSL MATERIAL PROPERIES OF HOT ROVED STRUCTURAL SHAPES CONFORM M ASTM A529, ASIM A572 OR CSA G40.21 WM A MINIMUM SPEaRRO YIELD POINT OF 50 ILE ALL STRUCTURAL TUBE MATERIALS CWFOtM TO CSA G4021 GRADE NOW CLASS C MM A MINIMUM. SPECIFIED KEEP POINT OF SO NO MATERIAL PROPERTIES OF COLD —FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF DOFAS=OY GRADE 55W, MPH A MINIMUM SPEDAM YIELD PUNT OF 55 LCH ALLOY COAPNG IS EQUIVALENT TO ASIM A653 2001 GALVANIZED. ANCHOR BOLT MATERIAL TO CONFORM TO ASTM AJOZ SPECIRCA PONS MATERIALS SUPPLIED BY ROBERTSON BUILDING SYSTEMS FOR MIS BUILDING HAVE BEEN DESIGNED IN ACCORDANCE WIN ME FEWIREASMIS GE ME ORDER DOCUMENTS ANY ALTERATIONS TO ME STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS SUCH AS BUT NOT LIMITED T0, CUTTING OR REMOVAL OF GRTZ ROD BRACING, OR RANGE BRACES SHOWN ON THESE. ERECTION DRAWNGS OR ME ADDITION OF OMER CONSTRUCTION MATERIAL OR LOADS WE MD ALL WARRANTIES AND CERRTICARONS SUPPLIED BY ROBERTSON AS MEY APPLY TO MIS CONDITION ANY STRUCTURAL FIELD MODIFICATIONS MUST BE UNDER ME ONECRON OF A LICENSED ARCHITECT, CIVIL OR SMUCRIRAL ENGINEER ROBERTSON BUILDING SYSTEMS MET ASSUME NO RESPONSIBILITY FOR LOADS OMER WAN BIDED SPECIFIED IN THE ORDER DOCUMENTS MATERIALS HAVE BEEN DEIGNED WILL ROBERSTON BUILDING SYSTEMS' STANDARD DESIGN PRAGPCW WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF ME FOLLOWING ORGANIZATIONS AND CODES: AMERICAN INSTITUTE OF STEEL CONSRUCTION 'SPECIFICATION FOR ME QQDI ,, FABRICATION AND EHECPON OF STRUCTURAL STEEL FOR BUILOINGS" AMERICAN RON AND STEEL WSPMM 'SPECIFICATION FOR ME DESIGN OF COO —FORMED STEEL SMUCNRAL MEMBERS. ME BUILDING CODE AS SPECIFIED ON WE ENONEERING DESIGN CRITERIA SHEET METAL BUILDING MANUFACTURER'S ASSOCIARW: LOW RISE BUILDING SYSTEMS MANUAL". ALL WELDING IS PERFORMED IN ACCORDANCE WIN AMC OFF UNLESS OMERWSE CALLED FOR ON ME ORDER DOCUMENTS UNLESS NOTED ON ME ERECTION DRAWNGS, NO HELD WELDING IS REWIRED. WHERE FIELD WELTING 15 SPECFIEO WE WADER/CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING WE MEMODS AND PROCEDURES TO FULFILL AELO REQUIREMENTS. ROBERTSON BUILDING SYSTEMS IS NOT RESPONSIBLE FOR WELOMENT SURFACE PREPARATION EXCEPT AS SPECIFIED IN ME ORDER DOCUMENTS INSPECTION/J0851TE SPECIAL SHOP AND ALL FIELD NSPECRONS AND ASSOCIATED FEES ME ME RESPONSIBILITY OF M£ B ILEDFAIMATMACTOR UNLESS SPECIFIED OMERWSE IN ME HOER DOCUMENTS FIELD INSPECTION MAY BE SPECIFIED BY ME APPLICABLE BUILDING CODE AND/OR WE STATE OR LOCAL ARTIVICRW. NOT BY ROBLRTSON ROBERTSON BUILDING SYSTEMS IS NOT RESPONSIBLE FOR GENERAL SITE SUITABILITY, JOB SIZE INSPECPW, OR ERECTION MONITORING SINE SPECIRC CONDEMNS ARE ME RESPONSIBILITY OF ME BUILDER/COMMACRIR BUILDER/CONTRACTOR RESPONSIBILITIES ROBERTSONS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS SRPULATEO OMERWSE IN ME ORDER DOCUMENTS. ROBERTSONS DESIGN. FABRICABW, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN OR A/£ FIRM IS RE€PWSIBIE FOR OVERALL AS PROJECT PLANS AND ANY GOVERNING BUILDING RED APPROVALS AND OF THESE LIRA WNGS SUPPORTING STRUCTURAL CALCILARONS AND DESIGN CERGRCAWN ARE BASED ON ORDER DOCUMENTS AS OF ME DATE 0' MESE DRAWINGS. THESE DOCUMENTS SHALL DESCRIBE ME MATERIAL SUPPLIED BY ROBEKTSUV WILDING SYSTEMS AS OF ME DATE OF THESE DRAWNC& ANY CHANGES TO THE ORDER DOCUMENTS AFTER MIS DATE WILL VUD MESS DRAWINGS, WRPORTNG STRUCTURAL CALCULATIONS AY;L DESIGN CERGRICABGN. ME BUILLER/CONTRACTOR 15 RESPONSIBLE FOR NOTIFYING ME GOVERNING BUILDING AUTHORITY OF ALL CHANGES TO ME ORDER DOCUMENTS WHICH RESIILT.IN CHANCES TO ME DRAWINGS SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN CERTIFICATION. ME BUILDER/COMPACTOR IS RESPQNSIBLE FOR APPLYING AND ORABCONG ALL PERTINENT. SAFETY RULES AND REGULATIONS AND OSHA STANDARDS AS APPLICABLE. SUPPLYING DESIGN DATA AND DRAWNGS SEALED BY A LICENSED ENGINEER, FOR MATERIALS SUPPLED BY ROBERTSM.. DOES NOT IMPLY OR CONSMUTE AN AGREEMENT MAT ROBERTSON OR ANY OF ITS AGENTS OR EMPLOYEES IS ACTING AS ME ENGINEER OF RECORD OR DESIGN PROTESSIONAL FOR ME CGNSTRUCTIDN PROJECT. NEITHER ROBERTSON NOR ANY OF ITS AGENTS OR EMPLOYEES IS ACTING AS ME ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR ME CUNSTRUCPGN PROJECT. MESE DRAWINGS ADS DESG! DATA ARE SEALED AS CERTIFICATION MAT ME MATERIALS FURNISHED BY ROBERTSON ARE IN CONFORMANCE WM ALL REQUIREMENTS OF ME ORDER DOCUMENTS DESON CONSIDERATIONS OF ANY MATERIALS NOT FURNISHED BY ROBERTSON AND FOR ME OVERALL PROJECT ARE WE RESPONSIBILITY OF ME BUILDER/CONTRACTOR AND DESIGN PROFESSIONALS OMER MAN ROBERTSON UNLESS SPECIFICALLY INDICATO OTHERWISE. APPROVAL OF ROBERTSON DRAWNGS AND OESIGN DATA AFFIRMS MAY ROBERTSON HAS CORRECRY JNTERPREIEO AND APPLIED ME REQUIREMENTS OF ME ORDER DOCUMENTS AND CONSWI IES BUILDER/CONIRACTOR'E ACCEPTANCE OF ROBERTSON"S INSPRALETARON OF ME ORDER DOCUMENTS AND OF ROBERTSON"S STANDARD PRODUCT SPECIFICATIONS, INCLUDING ITS DESIGN FABRICATION, AND WALLY CROERIA STANDARDS AND TOLERANCES. MASONRY AND TILT —UP CONCRELE WALLS BY OTHERS ARE PRESUMED TRUE, PLUMB AND LEKL ME BUILDER/CONMACTOR IS RESPONSIBLE FOR WE VWFCCABON OF ALL SMPMENTS RECEIVED SHORTAGES MOST BE REPORTO TO ROPERLDON WITIN 15 DAYS OF DELIVERY WHERE SHOWN IN ROBERTSON'S SIRUCTURAL CALCULATIONS, LATERAL STABILITY OF ENDWALLS AND LONGITUDINAL STABILITY OF yDEWALLS RELY ON DIAPHRAGM ACTION OF ME WALL PANELS PRONGED BY ROBERTSON. REMOVAL OF WESE WALL PANELS CAN RESULT IN LESS MAN ME MINIMUM LENGTH OF WALL PANELS REQUIRED AND WILL MO ALL WARRANTIES AND CERTIFICATIONS SUPPLIED BY ROBERTSON AS M£Y APPLY TO MIS CONUPM WE FIELD INSTALLATION OF X—BRACING OR OTHER MEANS TO PRONOE LATERAL STABILITY MAY BE REQUIRED AS A RESULT OF ME REMOVAL OF WALL PANELS. MIS BUILDING AS ORDERED HAS BEEN DEEMED AND SUPPLIED IN ACCORDANCE MIS ME SMUCRARAL DESIGN PROVISION OF ME SPECIFIED BUILDING COVE OMER ASPECTS OF CODE COMPLIANCE AS RELATED TD USE OR OCCUPANCY, SUCH AS SPRINKLER REQUIREMENTS ARE NOT ADDRESSED BY THESE DOCUMENTS. ROBERTSON BUILDING SYSTEMS ENGINEERING SERVICE-$ W.O. IJZJB ENGINEERING DESIGN CRITTERIA BUILDING EDGE : MASSACHUSETTS STATE BUILDING CODE GM EDITION BUILDING ENO USE. : WNUFACTUMN(C — WAREHOUSING USE GROUP CLASSIFICATION L USE GROUP F FACTORY INDUSTRIAL USE GROW S STORAGE FOR MEZZANINE EARTHWAKE IMPACT LOADS NONE DEAD LOAD 2.50 PST ROBERTSON MATERIAL ROW COLLATERAL LOAD J.GO PST SPRIIWAER LOAD 1.0 PST COLLATERAL LOAD FIXED SERVICE EQUIPMENT a NONE MEZZANINE DEAD LOAD MEZZANINE COLLATERAL LOAD 620 PSF : NONE ..y + FIXED SERVICE EQUIPMENT .. � J HAVE WAYANINE LIVE LOAD 250,0 PSF SNOW LOAD ZONE 2 SNOW LOAD IPF) JO.0 PST WIND LOAD ZOJ£ J WINO LOAD 9MO WIN REFERENCE WINO PRESSURE : 2 1. 0 PSF WIND EXPOSURE . B "' p �1 BUILDING WIND : ALL BUILDING'S DESIGNED AS ENCLOSED?" I�1pr€'T[? d «u�o.W :,y SEISMIC LOAD : ICS)W vz SEISMIC VALUES : AV = O. 12, CIA = 0.12 C9 ii' Of This tfO8 SEISMIC HAZARD EXPOSURE GROW ,+f: (' GROUP I .., SOIL SITE S2 . 1.20h/KfSI QC E<m{ 0W il iQ LOAD CC.NINATIONS . DL + LL + SNI �1g�PiOij$TLC10p OL+LL+SNI+NINE �9llu IY)Wyc DL LL + 0.3SN + M — DL + LL + DID + ED ' HIGH STRENGTH BOLT TIGHTENING IN ACCORDANCE WI M THE 'SPECIFICATION FOR STRUCTURAL JJOINTS USING ASTM A325 OR A490 DOLTS' THE %LIMN OF THE NUT METHOD OF TIGHTENING IFS RECOMMENDED. ROBERTSON BUILDING SYSTEMS ACCEPTS RESPONSIBIGITY ONLY FOR THE DESIGN, FABRI— CATION, AND PERFORMANCE OF THE COMPONENTS CHGMI ON THESE DRAWINGS IN ACCORDANCE WITH THE SPECIFIED DESIGN CRITERIA. ANY ALTERATION OF THE COMPONENTS SUPPLIED OR DEVIATION FROM THE PROJECT SPECIFICATIONS IS NOT. PERMITTED WIMOIT THE WRIT— TEN CONSENT OF ROBERTSON. ROBERTSON IS NOT R65PUASISLE FOR ERRORS, WISSIONS, W DAMAGES INCURRED IN THE ERECTION OF THE CWT10NENT5 SHOWN ON THESE DRAWINGS, NW FOR INSPECTION OF ERECTED COMPONENTS TO ASCERTAIN SAME. ROBERTSON IS NOT RESPONSIBLE. FOR OBTAINING ANY REWIRED APPROVAIjLS OR PERMITS FROM THE GOVERNING AUTHORITIES REFER TO ERECTION GUIDE UP PRODUCT DRAWINGS FOR? 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