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Home My WebLink About0488 SOUTH STREET - PLANS (3) Pc.G<i r\ rubber ro-4 NOV P94 -12 jp rl _ , v Y. 1 - T . 9 ;_. .,.,_ '•ram . L A !' r �., - .... . -.. ,..._...-._ _ ..� .~ _ a Ald all 77 7.4 ol i i SCALt: _ IIPF�Ff�VEU 8Y: _ DRAWN BY,; _ DgAWING Ni1MSFR t nxr�rw':r+:w�tuw;�samniert„a�i'w ..arsera�m�nrxeu�mr-�+.•��m+wacmv�nman.ennm.+^. n+, � .. .. •'. , "�'� . 7- 7 , NMI, if A T T- 4�prr vu T 1=� 4 4k� .-�PKMF oWl olf AA. SCALE: APPROVED BY: DRAWN BY: DATE REVISED- u-4 f- DRAWING NUMBER fV 7 r-- �v/ �rrr'ex� !�"�.�..-�,��- _ __ ; ��I�r�-r�-z�� l�:�rz •�/ � i r�`l fr�:1� L�r _ ��I�' _. 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STRUCTnAL STEEL WORK SHAL CONFORM TO THE AMERICAN ,INSTITUTE OF STEEL CONSTRUCTIONt •SPECK ICATION FOR TUB DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL IT L FOR BUILDINGS"' LAT*$? 291TIQN. D$$YG> -I3 D3 q' 2. STEEL DEANS, PLATES, AVGL , CNANNELS, AND MISC, FABRICATED HARDWARE SMALL HAVE A %IN UN YIELD STRENOTM OF 36 151. STANDARD STEEL PIPE COLUMNS SMALL GRADE 40. NOTE TWAT PIPE DIAMSTEAB 1. ALL DESIGN LOADS ARE IN ACCORDANCE WITH THE 1991 EDITION OF THE CALLED OUT ON DRAWINGS Al : NOMINAL DIMENSIONS. ACTUAL OUTSIDE MASSACHUSETTS STATE BUILDING CODE. DIAMETERS ARE 1/2 INCH ORMiTRITRAN NOMINAL. 2. STRUCTURAL LIVE LOADS USED FOR THIN DESIGN: 3. ALL STEEL TO STEEL FIELD %OMNECTIONS SHALL BE MADE BY NIGH STratmiTll . ; A. FLOOR LIVE LOADS: RESTAUMIT/ASSEMILY USE - 100 PS€. BOLTING WITH ASTM A325 8�TS. STEEL TO CONCRETE AND ST119L TO WOOD : OFFIClC. ON MEZIANINE, INCL. ( FIELD CONNECTIONS MAY BB DR WITH ASTM A307 BOLTS. ; PARTIMN LOADING - 70 PSF, j 4. STEEL SHALL BE SHOP-PAINTED VITH A MODIFIED ALKYD PRIMER. B. ROOF SNOW LOADS, BASED ON A BASIC LOAD OF 25 PST, j S. NO CUTTING OF OR OPENINGS TWA9 STEEL WILL BE PERMITTED WITHOUT TUB MODIFIED BY FACTORS PERMITTED IN THE CODE - 23_PSf. i WRITTEN APPROVAL OF THE ARCHITICT. C. HIND LOAD, BASED ON A BASIC WINDSPEED OF 90 MPH, i WITHQUT MODIFICATION - 21_PSF. F D. SIESMIC LOAD, AS DETERMINED BY THE FORMULA Fp-ZIKCSfl. I 10 ON CARPENTRY 3. DEAD LOADS ARE CALCULATED USING ACTUAL WEIGHTS OF BUILDING MATERIALS. t 1. ALL ROUGH CARPENTRY WORK SMAL4 DE EXECUTED IN COMFORMANCE WITH THE AMERICAN INSTITII?8 OF TIMBER 4"GTRUCTION "TIMBER CONSTRUCTION STANDARDS• - AITC 100. 2. ALL WOOD DEANS, JOISTS, RAFTRPE�S, READERS, STRINGERS, PLATES, AND FOUNDATIONS-AMD- BACKFILLIMO SILLS SMALL BE SPRUCE PINE FIR x2 OR BETTER (U.O.N.), WITH A ----------- --- MINIMUM Fb - 875 PSI (SINGLE ESE) AND Fb - 1000 PSI (REPETATIVE 1. ALL FOOTINGS SMALL REST ON NATURAL, UNDISTURBED, INORGANIC SOIL USE) , AND E SHALL BE 1,S00,000 PSI OR BETTER. HAVING A MINIMUM BEARING CAPACITY OF 1-1/2 TONS PER SQUARE FOOT. 3. WOOD STUDS MAY BE EASTERN HEMLOCK, EASTERN SPRUCE, OR MEN-FIR, 2. IN THE EVENT THAT UNDISTURBED IMORONIC SOIL CAN NOT BE FOUND AT GRADED *STUD" GRADE, 82, OR BETTER. THE BEARING ELEVATION INDICATED ON PLANS, THE CONTRACTOR SHALL 4. ALL WOOD HAVING DIRECT CONTACT VITO CONCRETE OR MASONRY, ROOFING, EXCAVATE DOWN TO AN APPROVED SOIL LAYER AND BRING THE SOIL BACK UP FLASHING, VAPOR BARRIERS, AND WATERPROOFING, AND WHEREVER WOOD IS WITH AN ENGINEERED COMPACTED BACKFILL. WITHIN S• OF FINISHED GRADE, SHALL BE PRESSURE TREATED WITH WATER 3. BACKFILL MATERIAL MUST BE APPROVED BY THE ARCHITECT OR THEIR BORNE CCA TO A RETENTION LEVEL OF .25 POUNDS PER CUBIC FOOT. REPRESENTATIVE PRIOR TO ITS PLACEMIMT IN THE FIELD. IT SHALL BE TREATMENT SHALL BE APPLIED IN CONFORMANCE WITH THE AMERICAN WOOD WELL GRADED, AND BE FREE OF WOOD. GARBAGE, HAZARDOUS MATERIALS, PRESERVERS ASSOCIATION STANDARD C-2'. ORGANICS, AND ANY OTHER SUBSTANCES THAT ARE DETERMINED BY THE 5. PLYWOOD WALL SHEATHING, ROOF SHEATRUG, AND SUSFLOORING SHALL BE ARCHITECT/REPRESENTATIVE TO COMPROMISE THE QUALITY OR BEARING APA GRADE, TRADEMARKED C-D INTERIOR WITH EXTERIOR GLUE. CAPACITY OF THE SOIL. ON SITE SOILS MAY ONLY BE USED FOR BACKFILL SUDPLOORINQ SHALL BE 3/4" THICK TOMMUE AND GROOVE, AND SHALL BE UPON APPROVAL OF THE ARCHITECT/REPRESENTATIVE. GLUED TO FLOOR JOISTS WITH AN APPR*VED ADHESIVE PRIOR TO MAILING. 4. BACKFILL BENEATH FOOTINGS AND SLABS-ON-GRADE SHALL BE PLACED IN ROOF SHEATHING SHALL BE 5/8" THICK' AND SHALL BE TONGUE AND GROOVE, SIX-INCH LIFTS, AND IS TO RECEIVE A MINIMUM OF TWO PASSES WITH A OR 214 EDGE BLOCKED, OR ALIGNED WIT* METAL H CLIPS BETWEEN HAND VIBRATORY COMPACTOR. RAFTERS. WALL SHEATHING SMALL BE 112" THICK. S. NO BACKFILLING OF FOUNDATION WALLS NAY TAKE PLACE UNTIL THE FIRST 6. JOIST AND DEAN HANGERS, IF REQUIRED. FRAMING CLIPS, AND OTHER MISC. FLOOR DECK HAS BEEN FRAMED AND SHEATHED. NARDWARE SHALL BE BY SIMPSON. MANU#ACTURER'S FASTENING REQUIREMENTS MUST BE STRICTLY ADV2RtD TO. 7. USE SIMPSON H2.5 HURRICANE ANCHORS TO PROVIDE HOLD-DOWN CAPACITY C_0_N_C_R_E_T_E_ j BETWEEN EACH ROOF RAFTER (TRUSS) AND IT'S BEARING POINT. BLOCK WEB SOLID AT ANCHOR FOR FLUSH CONTACT. 1. ALL CONCRETE WORK SHALL BE PERFORMND IN CONFORMANCE WITH THE LATEST 8. CONTRACTOR SHALL CAREFULLY COORDINATE THE WORK OF ALL TRADES TO EDITION OF ACI-318, "BUILDING CODE REQUIREMENTS FOR REINFORCED MINIMIZE THE NEED FOR CUTS AND $ORE HOLES IN FRAMING LUMBER. IN CONCRETE" . TIMBER GIRDERS, BEANS, OR JOISTS, CUTS AND BORE HOLES SHALL NOT BE 2. CONCRETE SHALL ACHIEVE A MINIMUM DESIGN STRENGTH OF 3000 PSI AT 28 DEEPER THAN 1/5 THE MEMBER DEPTH NOR MORE THAN 2" IN DIAMETER, AND DAYS. SHALL NOT BE LOCATED NEARER TO THE .END OF THE SPAN THAN THREE TIMES 3. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. THE MEMBER DEPTH NOR WITHIN THE CEN:?ER THIRD OF THE SPAN UNLESS REINFORCING STEEL TO BE BENT IN THE FIELD SHALL BE GRADE 40. REINFORCED TO MEET STRESS CALCULATIONS. WELDED WIRE FABRIC SMALL CONFORM TO ASTM A185. 4. THE CONTRACTOR SHALL SUBMIT A CONCRETE MIX DESIGN TO THE ARCHITECT FOR APPROVAL AT LEAST TWO WEEKS PRIOR TO THE FIRST POUR. 5. INSPECTION AND APPROVAL OF CONCRETE MIX DESIGNS OR OF THE ACTUAL POURS BY THE ARCHITECT OR THEIR REPRESENTATIVE SHALL IN NO WAY MANU€ACTURED_WOOD_PRODUCT§ RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY TO PROVIDE QUALITY CONTROL, MATERIALS, AND NORKNANSHIP IN FULL CONFORMITY TO THE 1 1. LAMINATED VENEER LUMBER MEMBERS SHALL BE "MICRO-LAM" OR EQUAL, WITH CONTRACT REQUIREMENTS. AN ALLOWABLE BENDING STRESS Fb-2800 PSI, AND A MODULUS OF 6. THE ARCHITECT OR THEIR REPRESENTATIVE WILL, AT ALL TIMES, HAVE THE ; ELASTICITY E-2,000,000 PSI. RIGHT TO DELAY OR TO STOP CONCRETE OPERATIONS, OR TO ORDER THE ( 2. GLUE LAMINATED TIMBER BEAMS SHALL BE RILN DRIED SOUTHERN PINE, AND REMOVAL AND REPLACEMENT OF CONCRETE WORK WHEN, IN THEIR JUDGEMENT, j SHALL HAVE A ALLOWABLE BENDING STRESS Fb-2400 PSI, AND A MODULUS OF QUALITY OF THE CONSTRUCTION WILL IMPAIR THE INTENDED STRENGTH, J ELASTICITY E-1,800,000 PSI. DURABILITY, OR APPEARANCE OF THE FINISHED WORK. ALL COST RELATED 3. TRUSS JOISTS SMALL BE BY TJI, ASI, OR EQUAL. TRUSS JOISTS SHALL BE TO DELAYS OR CHANGES OF CONCRETE WORK DUE TO NON-COMPLIANCE SHALL DESIGNED BY THE MANUFACTURER FOR THE BUILDING LOADS GIVEN ELSEWHERE BE PAID BY THE CONTRACTOR. IN THESE NOTES. CALCULATIONS OR LOADING AND DESIGN GUIDELINES 7. NON-SHRINK GROUT SHALL BE "EMBECO 153" BY MASTER BUILDERS, SHALL BE SUBMITTED TO THE ARCHITECT ALONG WITH TRUSS JOISTS SHOP "SONOGROUT" BY SONNEBORN BUILDING PRODUCTS, "FIVE STAR GROUT" BY DRAWINGS, AT LEAST TWO WEEKS PRIOR TO THE INTENDED DELIVERY OF U.S. GROUT CORPORATION, OR EQUAL AS APPROVED BY THE ARCHITECT. 1 TRUSS JOISTS TO THE FIELD. NO PRODUCT MAY BE DELIVERED TO THE SITE I PRIOR TO THE CONTRACTOR RECEIVING APPROVAL FROM THE ARCHITECT. 4. CUTS AND BORE HOLES IN MANUFACTURED WOOD PRODUCTS SHALL BE MADE IN MASONRY ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS ONLY. 1. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, GRADE M, TYPE 1. THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY ( f'm) SHALL BE 1 ,500 PSI. ALL CMU SHALL BE TWO-CELL UNITS. 2. MORTAR SHALL CONFORM TO ASTM C-270, TYPE M OR S. 3. GROUT USED FOR FILLING CHU CELLS SHALL CONFORM TO ASTM C-476. THE MAXIMUM LIFT SHALL BE FOUR FEET. 4. HORIZONTAL JOINT REINFORCEMENT SHALL BE "TRUSS" TYPE WITH TWO 9 GAUGE GALVANIZED WIRES SPACED AS NOTED ON PLANS. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWING SCHEDULE. LAP BARS 36 DIAMETERS AT SPLICES. PROVIDE HATCHING DOWELS FROM FOUNDATIONS. 6. MASONRY OPENINGS ABOVE 16" WIDE REQUIRE APPROVED LINTELS. 7. BONDING METHODS, TIES, AND ACCESSORIES SHALL BE APPROVED BY THE ENGINEER. S. CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO "SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION" (ACI 531. 1-76 AND TO THE NATIONAL CONCRETE MASONRY ASSOCIATION "SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY" . D SCALE APPROVED BY: DRAWN BY: DATE '5�- REVISED �e;K�,n__4 N!A.. 'PZ(13 G 17 -?lL7 171'Z DRAWING NUMBER m L)ea 'S l(a�-iGn � ry�h�r rGcr� JD 40,11/ kt _ - - - __. x R _ -____ -_ _-- _ - -- -_ _ _ ��-It- lam;` �,�` ��• ' ` �,, oil ' i - i I � SCALE: ! dN APPROVED BY: DRAWN BY: DATE ►Q 2•olf,/ REVISED - Q,. DRAWING NUMBER M yam_ 1 -.� —.vim r—_...�...� _,.-.!._._�5--•,�._.�r--�� - - =�==Y-. Y� _ T �- -�" _.." ...--a.....a,.�..a::.xa. _.„. r..�_ -... `'�- �- .. _._...j..s. � ..._....a�w�.. .•ems,_-_r. __ -41 H-7� F7 LL 1 -1 F -- ---�-- 1 _ I Ll IL let 00 _._ .--- ------------- --------------- 1'��;� � al�rt�►a�--}-tom SCALE ( � d� APPROVED BY DRAWN BY DATE REVISED f4& � 3 to- -4 a ^-n.• ozl ) ram+-7' ZZ 7'i?1 Z DRAWING NUMBER !7 - ."i0®c'�asrw" iQ.:Yi�h'i]?tiil'�i?'3�RT3�ri�eBY'sElR�:i�ilT."K'N ,4_•aca ....ate.-�- -�=-v.��....�_.-�� .. _-- .: .`. T