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Home My WebLink About10-3-13 Struct.pdfFACE Y ¢ � w U Q LL � � � L J F L 89'-7�" I 11•-9�•• FOUNDATION PLAN � WALL FOOTING SCHEDULE PEDESTAL SCHEDULE SCALE: 1/8"=1'-0" N MARK SIZE (W x D) REINFORCEMENT MARK SIZE REINF. NOTES: �� z�-0" x 2'-0" 2- N5 CONT. BOT. P1 20"x12" 8-N6 VERT. W/ WF2 3'-0" x 2'-0" 3-/JS CONT. BOT. #3 TIES � 6"" O.C. 1. FIN. FLR. EL. 100'-0" 2. TOP OF FTG. EL. 98'-8" U.N.O. 3. � DENOTES SIMPSON HDU11 (26 LOCATIONS) AT PLYWOOD SHEARWALL PER SHT. 1/52.2. COLUMN FOOTING SCHEDULE 4. SEE ARCH. DWGS. FOR LOCATION OF DOOR OPENINGS AND SIZES. MARK SIZE (W x D) REINFORCEMENT Fi 4'-0"x4'-0"x2'-0" 4-//5 E.W. BOT. F2 5'-0"x5'-0"x2'-0" 5-//5 E.W. BOT. J H G F E D C �M� �a� i�i i�i i�i i o�i I° I�I I�I PROJECT �t�►�Y � ��,1 =� �, � . �. ' �8U4•� '3 �� 1 , r , l w � 1 .. , � : �Y=�� w DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER S�17LC�711'Idl �¢Si97l, �?iC. I PPPP I. S�, Suik! /nd'mwpoli� 46P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP ``\\`UUI I I I III ql//I�� S P , S�j, .,, �: a,fH�TCkFj'�.�.r� : `� � � _ �; No. A. = • : rE�oe�o�� i * € �-.oQ `�. nerz v : � �: •�U "'..../NBPMP.-:��VO• I '','' , /I 1••1111\\ Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING F I.I aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 c � � � REF. ARCH. FOR P I N 11�5�� 2x6 STUDS L�J REF. ARCH. FOR BRICK L I K ,�_,�- I �� 4'. 25� 8 � � 2x8 STUDS J TREATED WOOD BLOCKING & TREATED WOOD BLOCKING & 1/2"0x 9" TITEN HD ANCHORS 1/2"0x 9" TITEN HD ANCHORS � 32" O.C. � 32" O.C. 1/2" EXP. JOINT MATERIAL 1/2" EXP. JOINT MATERIAL FIN. FLR. EL. FIN. FLR. EL.� iip, -.-_;,�: ,�r ��!.•� p. PER PLAN , �i iip„ �,�z-� r r . PER PLAN (2) - COURSE 4° CMU - - °000po. (2) - COURSE 4° CMU - - °000°o, ly[e��q 7 „ooe o - o,oae o (2) - COURSE 8" CMU (2) - COURSE 8" CMU - � GROUTED SOLID T/FTG EL iL GROUT GAP SOLID " - GROUTED SOLID T/FTG EL. rL PER PLAN PER PLAN � //5 � 16" O.C. J3'-0" ' //5 � 16" O.C. J3._0.. N FTG. PER PLAN� 6 . ..:A: a�_ ..�A: STD. Aq HOOK` � STD. ACI HOOK` �I ih SECTION � F2.1 #4 DOWELS x 2'-0" � 24" O.C. WHERE � WALK OCCURS PAVEMENT PER CIVIL DWGS. . SLOPE z,_o„ 2'-0"� //4 DOWEL � 24" O.C.� IPER nRrF i /2" EXP. JOINT MATERIAL AB PER PLAN FIN. FLR. EL. � PER PLAN PER PLAN T/FTG. EL. � PER PLAN SECTION 2 F2.1 (3) TIES REQ'D TOP 6" OF PED. i7 T�STL EL = 115-3 3�4" COL. PER PLAN CONC. PEDESTAL �PER PLAN COL. BASE DETAIL� PER THIS SHT. - D• 4 a � a . o' 0•- .a a,a' b °-o. M FTG. PER PLAN SECTION 4 F2.1 SLAB REWFORCING PER PLAN (2) //5 BARS CONT. � �! � r'-; � .-�: � �--' .. `. �- '� _ �'. � rJ. i_r-i .� �:-`� �:: oe°o°O oe°O°o oe°o°o . a �' oe°O°o oe°o°O oe°o°o 00 0�00 0000 0 0 � ... ^oo° O°O 0O °O�� °C o d O.>P .. 00000 .00Oo 0 COMPACIED GRANULAR FILL Or�� o_o� o_o� � o_o� ,� M 0 L'I #4 DOWELS x 2'-0" � 24" O.C. WHERE - WALK OCCURS 2 -� //4 DOWEL 2�_8�� 24" O.0 T �� STD. ACI HOOK SECTION 5 F2.1 DIM. PER ARCH. 1/2" EXP. JOINT MATERIAL a.- /�#4 x 1._0"-� DETAIL AT DOOR JAMB x � NO SCALE TYPICAL THICKEND SLAB DETAIL < � a COORD. BOTTOM OF GRAlE ELEVATION w W/ PLUMBING DWGS. TRENCH DRAIN PER PLUMBING. DWGS. � � �I - v��<`-t��, �"�.� _ w ��\ � 1 � > � � 3._Q.. 3._0.. 6�. 6�� MAINTAIN DEPTH OF SUBGRADE & N4 x `��'�Fy. ,p,p��'� @ 16" O.C. COMDRAINDPERAFOUNDATONDPLANENCH Z._0., TYPICAL TRENCH DRAIN DETAIL Q P N M i'l G E I D I C I B I A GENERAL Reference Architectural, Mechanical, Electrical, and Plumbing drawings for openings, sleeves, curbs, inserts, etc. not herein indicated. All sleeves or openings required in structural members shall be approved by the Structural Engineer. The structure has been designed for the final, in-service condition. It shall be the contractor s responsibility through methods and means of construction to maintain the integrity of the structure during all stages of construction and ensure safe working conditions. The Contractor shall be responsible for preparation of shop drawings to enable fabrication, erection and construction all ports of the work in accordance with the drowings and specifications. Shop drawing review by the Structural Engineer shall be for design conformance only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work. FOUNDATIONS Exterior foundations shall bear a minimum of 3'-0" below finish grade and shall bear on undisturbed soil. /2" EXP. JOINT MAiERIAL Allowable Soil bearing pressures: 1,500 psf Foundation excavotions shall be made to plan elevations and inspected by a qualified Geotechnical Engineer. SLAB PER PLAN Soil conditions found to be unacceptable shall be modified by one of the following procedures: FIN. FLR. EL. 1. Remove all unacceptable soil and replace with compacted material as directed by the Geotechnical . .. , . -. PER PLAN Engineer. '^ � -_ o .'o.. FTG. PER PLAN SECTION 3 F2.1 ALiERNATE POSITION OF HOOK IN TIES — (TYP. ALL TYPES) PL PER SCHEDULE I 2" CLR. . � , _� . ..� a; � 2. Lower foundations to an acceptable level and install concrete pedestals as directed by the Structural Engineer. T FTG. EL. Foundation excavations shall be compacted to a level surface (or formed where soil conditions do not allow). =R PLAN The excavation shall be protected from weather if concrete placement does not occur within 24 hours of excavation of the footing. CONCRETE Reinforced concrete has been designed in conformance with the Building Code Requirements for Structural Concrete (ACI 318) and Commentary (ACI 318R). Concrete mixing, transporting, and placing shall be in accordance with the latest edition of the Specifications for Structural Concrete for Buildings (ACI 301). Concrete listed below shall be proportioned with sand fine aggregate and normal weight coarse aggregates (ACI 302.iR) and Type I Portland cement (ASTM C750). Compressive strength (f'c) at 28 days shall conform to the following: Spread footings and wall footings 3,000 psi Sidewalks and exterior slabs 4,000 psi ( 6%+/-1% air entrainment) Slabs on grade 4,000 psi Slob on grode construction shall be in conformance with the latest edition of the Guide for Concrete Floor and Slab Construction (ACI 302.1R) and the following minimum requirements: Minimum cement content (interior uses) 5 sacks/cys Minimum cement content (exterior uses) 6 sacks/cys Maximum w/c ratio (interior uses) 0.48 Maximum w/c ratio (exterior uses) 0.45 Maximum slump prior to addition of plasticizers 3 inches Maximum slump if plasticizers are not used 4 inches (measured at point of discharge from pipe) (3) 11ES REQ'D IN Do not finish surface until concrete has lost surface water sheen or all free water. Do not sprinkle cement TOP 6" OF PED. on the slab surface. Concrete slabs shall be cured immediately after finishing using a sprayed on liquid curing compound or other methods approved by the Structural Engineer. Com ressive stren th tests shall conform to the re uirements of ASTM C39. S ecimens shall be taken in P 9 9 P accordance with the lotest edition of ASTM C31. Each set sholl include one cylinder tested at 7 days, 2 cyiinders tested at 28 days and one cyiinder retained in reserve. Test resufts shall be forwarded to the Structural Engineer for review and comment. Protect the concrete surface from precipitation and on hot, dry, windy days use wet burlap, plastic membranes or fogging. Construction joints between pours shall be prepared by roughening the contact surface to an amplitude of approximately 1/4 inch, removing all surface laitance. The contractor shall submit mix designs for each proposed class of concrete for the Structural Engineer to review. TYPICAL PEDESTAL DETAIL REINFORCINGSTEEL Reinforcing steel shall be deformed bars of new billet steel with a minimum yield strength of 60,000 psi conforming to ASTM A615. ( ) � Detailing, fabricating, and plocing of reinforcement shall be in accordance with the lotest edition of the Y following standards Specifications for Structural Concrete for Buildings (ACI 301), ACI Detailing Manual(SP66). _ . _ . . . _ . . .. . . . . . . . .. . . . . SHIMS & LEVELING NUTS rteinwrcing oars snau noc oe weiaea, neacea or cuc uniess snown on cne convacc aocumencs. z Welded wire fabric shall be smooth wire fabric (ASTM A185), supplied in flat sheets. 0 � c�i Welded wire fabric shall be placed 2" down from the top of the slab for slabs on grade and lapped a _� minimum of 14 inches on all sides. �o , lil a Concrete cover shall be as specified in the latest edition of ACI 318, unless notes otherwise on plan. Use � � standard bar chairs and spacers to maintain concrete protection specified. ��O o � S Iroin of reinforcin bars shall conform to latest edition of ACI 318. Use a Class ""B" la at s Iroes unless '� � y (4)-3/4"xi�-8" indica ed elsewhere. 9 P P ? ANCHOR BOLTS a N� W/SHEXGNU S3& MASONRY I o WASHERS � EA. END o� Concrete masonry design conforms to the latest edition of the Building Code Requirements for Concrete COL. PER PLAN Z Masonry Structures (ACI 530). PLAN � SECTION Concrete masonry construction shall be in accordance with the latest edition of the Specification for Concrete Masonry Construction (ACI 530.1). Minimum compressive strength (f�m) for concrete masonry units shall be 1,500 psi at 28 days. SB R A C E C 0 L. B A S E D E TA I L Mortar mixes (type M below grode, type M or S obove grode) shall be proportioned to meet the requirements NO SCALE of ASTM C270 or C476. 3/4"4xi6" SMOOiH 1/4" (t) SAWED OR BAR @ 24' O.C. COAT OR WRAP TO � PREMOLDED JOINT PREVENT BOND o r .=—�. , � - � ..` ,. �;=—� � � � � � ° . ;;� � .� � . - ,--� 6 SLAB REINFORCING SLAB REI PER PLAN PER PLAI CONSTRUCTION JOINT CONTROL JOINT TYPICAL SLAB ON GRADE JOINTS NO SCALE L K J H G \ 0 F Masonry walls shall be laterally braced in accordance with all applicable codes and design requirements until roof construction is permanently installed. MECHANICAL ANCHORS Expansion and sleeve anchors shall be carbon steel anchors as manufactured by Hilti Fastening Systems or approved equal. Anchors shall be installed per manufacturer s recommendations. Anchors shall not be installed in concrete until it has attained its specified minimum 28 day compressive strength (f�c�. GROUT FOR COWMN BASEPLATES Grout for column base plates shall be a nonmetallic, non-shrink grout (complying with the requirements of ASTM C827 or CRD-C621), premixed, non-corrosive, non-stoining product contoining Portland Cement, silica sands, and fluidity improving compounds. Minimum compressive strength (f'c) at 28 days shall be 4,000 psi. Compressive strength tests sholl conform to the requirements of ASTM C109. E D C B A v� v� v� v. �� v� �■ !J■ f�■ PROJECT �t�►�Y � �' �� 1 ` � �� . �. ' �8U4•� '3 �� r , l . , ;�' � � �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER S�17LC�711'Idl �¢Si97l, /?iC. I PPPP I. S� � Suik ! �� ,�,� (sivl csr-osrr r<.ls�y ra�-acre STAMP ` �S�P��SCyq',%, �� pfb'6TCkF'l .,y".r� : No. '.;A- _ * : PE60870367 i * _ �-.oQ `�. nerz v : � �: •�U "'..../NBPMP.-:��VO• I '/' '..una Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING F2. I aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 � � � � �l P I N I M 3 2x8 � i6" O.C. 52.1 '"" � i j- � --T--r--�--- --1--�--�---j--1 , H, �Illiiiiill'''�� _ i i i i 11 7/8' TJI � 16" O.C. i i I i i I I I I I ��i � � � � � � _ i i i i I I I I I I I � I � I I i i i i i I � a ! � � � � � � ��'�� i i i i i i i i i i i �_ ___ __ ___ __HZ__ ___ __ ___ __' DECK (REF. ) 14'-0�" _ � �� i____ � _ _ _ _ — i � _ _ _ _ — i � _ _ _ _ — i i � _ _ _ _ — i I U �_ O _ __ I � � � i � i i _ �� __ i � i �_ � __ i � ^ i �_ _ __ i �_ _ _ i � � _ _ _ � � �- - - — i � � �- - - -- I i �-----------------L------- COLUMN SCHEDULE MARK SIZE BASE PL C7 W16x40 (GALV.) 3/4"x9"xi'-6" P IJ _ � Q�� ) DECK (REF. EL.) L � J L'I G E u c u � ------ -- -- -- -- -- -- -- - - 1---i- 1 --T---I --T--�--1--�--1---�, 1 --T---I --T--�-- �� --T---I -- --r--1--r--�---T--1---T---I --1--r--1--r--� --T--1---T---I --J-�- �� ,��,� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� '�, � � � � � � � � � � � � � � � � � � � � � � �'�,'�, � � � � � � � � � � I I I I I I I I I I I I I I I I I I I I I I � � � �,I` ' I I I I I I II I I II i i i i i i i i i i ui i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i I I I I�i I I I I I I JII I I JII I I I I I I I I I I III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I�II I I�II I I I I I I I I I I III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I � � � � � � a�� o�� I I I I � � � �� „ „�IIIIIIIIIIIIIIIIIIIIII =�� 14 TJI � 16 O.C. i I I I I I I II I I II u I I I I � i i i i n �i �i �i i i i i i i i i i i i �� '�,'�,��IIIIIIIIIIIII IIIIIII � � � � � � � �� I I I I�� I I I I I I I I I I I�i�i I I I I I i i i i I I I I I I I I I I I I I I I I I I I I I � i i i i i i i i i i ui i i i i i i i i i i i i i i i i i i i i i i i i i i i i �F '�__ II I I II __ H4_�_ ___ i_____ ___ __ ___ _ H4 __ ___ ___ __ ___ __ ___ __ ___ ______ ___ __ ___ __ ___ ___ _ _H4 __ __ _ __ HZ_ __ _� __ ___ __ ___ __ _ _ __ __ __ _ __ � __ __ ___�I_J___L__�I__ __ ___ _`_ __ __ __ __ _ ___ _ __ __ __ __ __ __ __ __ __ __ _ __ _ __ _ __ __ __ _ _ __ _ __ __J_ i i i i - --- - - --- -- - - - --- - - - - - - - - - - - - - - - - - --- -- -�- -- - �� iiiiii�iiiiiiiiiilllliiiiiiiiiiiiiiiii�iiiiii �7xN2 9'-2" I 4'-0" I 56'-6" HEADER SCHEDULE MARK SIZE JAMB STUDS H1 (2) - 2z10 2 STUDS * HZ (3) 1 3/4" x 11 7/8" LVL 2 STUDS � H3 (3) 1 3/4" x 16" LVL 3 STUDS ' H4 3- 2x10'S 2 STUDS * SEE TIPICAL FRAMING DETAILS - SHT. 52.2 L9 L � MEZZANINE FRAMING PLAN � SCALE: 1 /8"=1'-0" j�f NOTES: 1). T/DECK ELEVATION = 111'-8" U.N.O. 2). FLOOR JOIST SPACING TO BE 16" O.C. U.N.O. J I:I G NOTE: CENTER FLOOR JOISTS OVER WALL STUDS (TYP.) CONTRACTOR NOTE: IF USED, TREATED LUMBER BLOCKING MUST BE ISOLATED FROM ALL METAL BEAMS, ANCHOR BOLTS, EMBEDS, FLASHINGS, ANCHORS AND DOOR/WINDOW FRAMES BY WRAPPING OR SLEEVES. F E 0 ) DECK (REF. EL.) C� A FACE/BRICK _,�„ 4 s2., � I �n � °.v _��.. 0 0 w � c� z � a w 2 � 0 O O 3 r J a ro \ N � C1 i �li I � ' � � � �' I I I � � I i � � �BENT PL PER 3/S22 x12's � 24" O.C. � C� u I 1 T PL PER NOTE: ALL EXTERIOR WALLS ARE DESIGNED AS SHEAR WALLS. REF. SHEET S2.2 AND S2.3 FOR PROPER ATTACHMENT OF PLYWOOD (OR OSB) EXTERIOR SHEATHING c 0 A 0� 0� �� 0� �■ l�J� �� PROJECT �t�►�Y � ��,1 =� �, � . �. ' �8U4•� '3 �� 1 , r , l w � � / : �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER Structural Design, /nc. � � . S�, ��, /ndmwpoli� I6P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP \\`aauuuun�� ,��5 P, S�j;p�,.,, �:�,fH�TCkF'g�..'y��.n : �� No. �, _U;' '.A= _ * : ��i� ; * _ �-.oQ `�. nerz v :' �: •�U "'..../NBPMP.-:��VO• I ��"/� i una ��/�W <5?��'9^ Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING � I � I aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 L FACE, U K \ W U Q � J ioi._��.. PRE-FAB. WOOD TRUSSES � 2'-0' O.C. (W/ SLOPED TOP CHORD. TRUSS DEPiH VARIES FROM 3'-0" TO 2'-0") F �� FACE/BRICK 8�� ----�r----�----p-r--7-----r----T----7-----r----T----7-----r----r-i---�---r-r---- --- ---- T----7-----C-r--T�---T---r--t--� � � --- ---- T----7-----r----T----7-----r----r----7-----r----T----7-----r----T----7-----r----T----7-----r----T----�� " II II II I I I I I I I I I I I I I 'I 'I 'I I I'I I I I I I I I I�I �I �I I I I I I I I I I I I I I I I I I I I I� '�-'�� '�,�II „„„ � � � � � � � � � � � � � � � �, � �, � � � � � � � � � � � � � � � � � � � � � '',�jl I I I I I I I, I, I, I, I, I, I, I, I, I, I, I I, 'I 'I 'I I, I, �I I, I I I I'I 'I 'I 'I 'I 'I I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, �'', S2, �, , �� I I I I I I I I I I I � I � � � I I �I I � I I � I I I I I I I I I I I I I I I I I I I I I I I I I�'�� , ';�� , � �, � � � � � � � � � � � � � � � � � � � �_�, � �i�II II II II I I I I I I I I I I— I�00DLF��A�DER BY PR�-FAB I I I I I I I DoIpgE ��Ip �g II I I I I I I I I I I I I I I I I I I I I I I ��i � ER II ii ii ii il il il il il i i i i i i i i i I i � � ' � WOODLSUPPLQER �fYPP�E-Fig i i i i i i i i i i i i i i i i i i i i i i i �� I I I II I''� I I' I I I I I I I I I I I I I I I I I I I I I r'�� ' � � II �� I � , � I I � � � � � � � � � � � � � � � � � � � � �_ - �III II II II I I I I I I I I I I I I ROOF HATCH PER li I I I I I II II I I I I I I I I I I I I I I I I I I I I I I I�L�i � �',�I �� I � � � � � I I I � � � � � � � � � � � � � � � � � � � ,—,� ,-,�„ "� II II II I I I I I I I I I I ��LE HEADER BY PRi-FAB I I �Z� zx8 I I I I I I I I I I I I I I I I I I I I I I I I I I I �i i UPPLJE i lil� n n n il il il il il i i i i i i i i i i i i i I i � � i I I I I I i i i i i i i i i i i i i i i i i i i i� �� w � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � w � � � � � � � � ��i d w 2 i n n n i i i i a i i i i i i i i i i i i i � i i i i i i i i i i i i a i i i i i i i i i 8 �w sz.' ;�� I� I I I I I � I I I I �I I � I I I I I I I I I I I I I I I I I� I I I I I I I I�'�, sz.' _ � J i u u u i i i i i i i i i i i � i i i i i i �2) _ 2x8 i� -� i i i i i i i i i i i i i i i i i i i i i � i ¢ 3 j �i � PRE-ENGWEERED WOOD TRUSSES I N o ° _ � a II n n n i i i i i i i i i i i i i i i i i i 'I i i i I I I i i i i i i i i i i i i i i i i i i i � I' °oo 0 li�l II II II I I I I I I I I I I I I I I I I I I i I I I ' � I I I I I I I I I I I I I I I I I I I I I I �ii 3 cn J In n n i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i iI a o �~I �� I I I I I I I I I I I � I I I I I I cz> I— z.e � � � I I I I I I I I I I I I I I I I I I I I �m n i n i i i i i i i i i i i i i i i i � � i (4� - R.T.U.'S COORD. SIZE & i i i i i i i i i i i i i i i i i i i i I in ��I� II� I� II � I I I I I I I I I I I I I I I I I I i I I I LOCATIONS W/ MECH. DWGS. I I I I I I I I I I I I I I I I I I I �ii w nw q,� n w i i i i i i i i i i i i i i i I i � i i i i i i i i i i i i i i i i i i i i i i i iJi ��Io IIo I� II o I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I�rJ I I I I I I i i i i i i i i i i i i i I i 1 i i i i i i i i i i i i i i i i i i i i i i i � DOUBLE TRUSS � II II II I I I I I I I I I I I I I � I� UNDER R T U I I I I I I I I I I I I I I I I I I I I I I I �� n GRAIN BIN MFR. TO COORD. POST � n� n� n� LOCATIONS W/ ROOF FRAMING i i i i i i i i i i i i I i� I I � i i i i i i i i 2 I O µ�-o�� -��O`/ Io PLAN. GRAIN BIN POSTS TO BEAR i 'i��l°�'�-II'% -I�'\�I DIRECTLY ON ROOF TRUSSES. I I I I I I I I I I I I I i I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I i S2� I� i i ir-� �r-�r�� = i i i i i i i i i i i� I I � i i i i i i i i i i i i i i i i i i i i i i i i i � y�`�-�� ' II II � �i i i i i i I I I I I I I I I I I I I li I I i i I I I I I I I I I I I I I I I I I I I I I I I I Y"i � � IG_ II II I�� i i i i i i I II I I I I I I li li I I I I I I I I I I I I I I I I I I I I I I I I I�i I I�I II II ' � I I I I I I I I I I I I I � � �� ' I I I I � � � � � , � � , , � � � I �, I , � � � � � � � � � � � � � � � � � � � � � � � � � � ��„��iiiiiiiiiiiii�ii��ii iiiiiiiiiiiiiiiiiiiiiii��, �___ ____ H� ____ H?_ _I4__ _ __ __ H2_ __ __ __ __ __ H2 __ __ __ __ H? _ _ _ ---- --- ---- ---- ---- ___ ____ _ _ ____ _____ ___ ____ ___ _ ___ ____ ___ _ _ _ _ __ __ _ _ _ _ _ ___ __ _ _ _ _ ___ _ _ _ _ __ __ __ _ _ _ _ ___ _ _ _ _ _ ___ _ _ _ _ __ __ __ _ _ __ _ _ ____ _____ ___ ___ __ _ _ _ _ I � 1 6 y, � DOUBLE 2x12 BLOCKING 3/4" PLYWOOD (OR OSB) 52.1 52.1 � BETWEEN TRUSSES (TYP.) (T&G) DECK � � GRAIN BIN POST m \ LOCATIONS. U G LL � L J ROOF FRAMING PLAN SCALE: 1/8"=1'-0" � NOTES: 1). iF2USS BRG. ELEVATION = 120'-2" U.N.O. 2). ROOF JOIST SPACING TO BE 24" O.C. U.N.O. CONTRACTOR NOTE: IF USED, TREATED LUMBER BLOCKING MUST BE ISOLATED FROM ALL METAL BEAMS, ANCHOR BOLTS, EMBEDS, FLASHINGS, ANCHORS AND DOOR/WINDOW FRAMES BY WRAPPING OR SLEEVES. I° I�I �� PROJECT �t�►�Y � ��,1 =� �, � . �. ' �8U4•� '3 �� 1 , r , l w � � / : �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER Structural Design, /nc. I PPPP I. S� � Suik ! /nd'mwpoli� 46P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP ` �S�P��SCyp',%, �:�,fH�TCkF'g�..'y��.n : �� No. A= _ * : PE60870367 ; * _ �-.oQ `�. nerz v : � �: •�U "'..../NBPMP.-:��VO• i , �� I 1111\\ Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING � I � � aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 c Q I P I N 2x10 CONT. 2x8 CONT. �,T/PARAPET EL. 2x4 � 16" O.C. �PER ARCH. 2x6 CONT. 5/8" EXT. PLYWOOD 2x8 � 16" O.C. (LAP ---- (OR OSB) SHEATHING W/ TRUSSES) & BEAR AT BOT. OF TRUSS 2x BLOCKING SHEAR TRUSS EVERY OTHER SPACE 0 i i7 5/8" EXT. PLYWOOD (OR OSB) SHEATHING � � SHEATHING PLAN `TRU55 PER PLAN (2) – 2x8 PLATE SIMPSON HURRICANE ANCHOR � EA. TRUSS 2x8 WOOD STUDS IJOTE: @ 16" O.C. TRUSS DESIGN LOADS INDICATED ON SHT. 52.3 COORDINATE ALL DIMENSIONS AND GEOMEfRY W/ ARCH. DWGS. SECTION � S2.1 2x6 STUDS PER PLAN 2z SILL PLATE Yz"0 THRU–BOLTS � � 48" 0. C. DBL. 2x BRG. PLATE 2x6 LEDGER STRIP ATTACH TO EA. STUD W/ (2) – i6d NAILS 3/4" PLYWOOD FIN. FLR. EL. PER PLAN � BRIDGING AS REQ'D 5/8" EXT. PLYWOOD HI NP�OR U TYPE �TJI PER PLAN SHEATHING 2x6 STUDS PER PLAN SECTION 4 � S2.1 � �l ,L FIN. FLR. EL. Y PER PLAN 1�" TIMBERSTRAND LSL� RIM BOARD BY JOIST MANUFACTURER (2)-2x6 CONT. PLATE� P PLYWOOD � TJI PER PLAN 2x6 STUDS PER PLAN SECTION � S2.1 IJ L9 L L � � J �T/PARAPET EL. PER ARCH. 2x6 CONT.� 2x6 BLOCKING– 2x6 LEDGER STRIP ATTACH TO EA. STUD — W/ (2) – i6d NAILS },TRUSS/BRG. EL. �PER PLAN 5/8° EXT. PLYWOOD- (OR OSB) SHEATHING W G 0 CONT. 3 CONT. � 16" O.C. �/8" EXT. PLYWOOD � SHEATHING PLAN 2x6 BLOCKING � 32" O.C. �TRUSS PER PLAN SIMPSON U T1PE HANGER 2x8 WOOD STUDS � 16" O.C. SECTION 2 S2.1 3/4" PL !L FIN. FLR. EL. � PER PLAN (2) – 2x6 CONT. PER ARCH. WEB STIFFNER REQ'D HERE JI PER PLAN i�i6"O.C. SECTION 5 S2.1 �T/PARAPET EL 2x10 CONT. PER ARCH. 2x8 CONT. 2x4 � 16" O.C. 2x6 CONT. 5/8" EXT. PLYWOOD SHEATHING 2x8 � i6" O.C. �2z6 CONT. NAILER 2x8 WOOD STUDS� � 16" O.C. 2x6 BLOCKING� 2x6 LEDGER STRIP ATTACH TO EA. STUD W/ (2) – 16d NAILS 5/8" EXT. PLYWOOD (OR OSB) SHEATHWG� (BOTH SIDES) yJRUSS/BRG. EL. �PER PLAN LSx5x5/16 (LLV) W/ 3/8°x5" (GALV.) LAG BOLTS � 1/4 POINTS� B ANGLE EL. � PER ARCH. J � SHEATHING PLAN 2x6 BLOCKING � 32" O.C. �TRUSS PER PLAN SIMPSON U TYPE HANGER SIMPSON HURRICANE ANCHOR � EA. TRUSS HEADER PER SCHEDULE SECTION g S2.1 I:I G F E u 5/8" EXT. PLYWOOD � (OR OSB) SHEATHING 1�" TIMBERSTRAND LSL- RIM BOARD BY JOIST MANUFACTURER (VERT. LOAD TRANSFER REQUIREMENT-1,500 PLF) WEB STIFFENER BY JOIST SUPPLIER DBL. 2x BRG. PLATE 2x8 � i6" 0.Q (LAP �" W/ TRUSSES) & BEAR . AT BOT. OF TRUSS 2x BLOCKWGJ SHEAR TRUSS EVERY� OTHER SPACE 0 I 5/8" EXT. PLYWOOD � (OR OSB) SHEATHING �TRUSS/BRG. EL. �PER PLAN (2) – 2x8 PLATE� J�B/ANGLE EL. PER� L5x5x5/16 (LLV) W/ � 3/8"x5" (GALV.) LAG BOLTS � 1/4 POINTS B ANGLE EL. PER ARCH. �T/PARAPET EL. PER AR� 2x6 CONT� 2x6 � 16" O.C. (LAP — W/ TRUSSES) & BEAR AT BOT. OF TRUSS 2x BLOCKING SHEAR TRUSS EVERY OTHER SPACE _ 0 5/8" EXT. PLYWOOD � (OR OSB) SHEATHING TRUSS/BRG. EL. PER PLAN (2) – 2x6 PLATE� E I D c u 2x6 STUDS PER PLAN 3/4" PLYWOOD � 2x SILL PLATE FIN. FLR. EL. J� PER PLAN TJI PER PLAN 2x6 STUDS PER PLAN SECTION 3 S2.1 2x10 CONT. 2x8 CONT. 5/8" EXT. PLYWOOD (OR OSB) SHEATHING .--- 2z4 � i6" O.C. ROOF SHEATHING PER PLAN A �TRUSS PER PLAN SIMPSON HURRICANE ANCHOR � EA. TRUSS NOTE: HEADER PER SCHEDULE TRUSS DESIGN LOADS INDICATED ON SHT. 52.3 COORDINATE ALL DIMENSIONS AND GEOMETRY W/ ARCH. 2x8 WOOD STUDS DWGS. � 16" O.C. GYP. BD. HEADER PER SCHEDULE 2) – 2x6 SECTION 6 S2.1 2x10 CONT. –2x6 CONT. �2x6 � 16" O.C. 5/8" EXT. PLYWOOD � (OR OSB) SHEATHING ROOF SHEATHING �PER PLAN �TRUSS PER PLAN SIMPSON HURRICANE ANCHOR @ EA. TRUSS �2x6 WOOD STUDS NOTE: � i6" O.C. TRUSS DESIGN LOADS INDICATED ON SHT. 52.3 COORDINATE ALL DIMENSIONS AND GEOMEfRY W/ ARCH. DWGS. SECTION 9 S2.1 C 0 n v� v� v� v� �_ v� �� l�J� �. PROJECT �t�►�Y � �' °� 1 � �� . �. ' �8U4•� '3 �� r , l W �. j � �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER S�17LC�711'Idl �¢Si97l, /?iC. I PPPP I. S�, Suik! /ndmwpoli� 46P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP `,,,,,,,,,,, �,,,,,,,,,,, �S P , S�j,p ,.,,, �:�,fH�TCkF'g�..'y��.n : `� � � _ �; No. A. _ * : PE60870367 i * _ �-.oA `�. nerz v : � �: •�U ��..../xeuxp.-:��v`. i '/' '..una Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING � � � I aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 c � � 2x STUDS PEI HEAC 2x STUDS PER PLAN HE P N oo«.o ,.,�� .o��«« L TO BE STAGGERED �THING 10d 5.148") z 3" NAILS � �� , ' � ' � 12' O.C. � INTERMEDIATE / . ' 10d (.148") x 3" NAILS � 4" O.C. � EDGE/ BOUNDARY TYPICAL PLYWOOD ROOF NAILING 4 STl J H SIMPSON HDU11—SDS2.5 HOLDOWN W/(30) — 1/4" p x 2 1/2" SCREWS O 0 O 2x6 BOT. PLATE BEARING PLATES i' =R PLAN �� i + -., 1"0 ANCHOR BOLT i S FULL HEIGHT SECTION � s2.2 G STUDS STUD SILL 2x12 RM 'ER PLAN GYP. BD. PER �S FULL HEIGHT � STUDS 2z BASE PLATE TYPICAL WALL FRAMING @ WINDOW 8c O.H. DOOR Q P N M L K J SECTION 4 S2.2 2 STUI STUDS I F E ihl C oe im ih SECTION 2 s2.2 U4—SDS2.5 /(10) — 1/q•• ;REWS '�OT. PLATE TJI PER PLAN ;2) 2x6 TOP PLATE 2x8 � i6" O.C. GYP. BD. PER ARCH. 5/8" PLYWOOD (OSB) c BRICK PER ARCH. I"0 THRU—BOLT 3/4" PLYWOOD 2x8 SILL PLAiE U4—SDS2.5 � i(ia) — ��4.. ;REWS � BENT PL 1/4'x6"x12"x6" (GALV.) GYP. BD. PER ARCH. W/(2) — 3/8"0 LAG BOLTSx6" LONG � 16" O.C. 2x12 � i6" O.C. HEADER PER PLAN SIMPSON JOIST HANGER SECTION 3 s2.2 SECTION 5 S2.2 F E YP.) t7" i�i m H2.5T W( (5) 8d (.131") ROOF TRUSS PER PLAN x 2 1/2' NAILS TO EA. TRUSS & TOP PLATE SIMPSON SSP � EA. STUD BEARING PLATE PER PLAN (3) 10d (.148") x 3" NAILS TO TOP PLATE STUDS PER PLAN NA)IL �PE � SaUDx 3" TRUSS ATTACHMENT BETWEEN STUDS I°I I�I PROJECT �t�►�Y � �' °� 1 � �� . �. ' �8U4•� '3 �� 1 , r , l w � � / : �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER S�17LC�711'Idl �¢Si97l, /?iC. I PPPP I. S�, Suik 1 /ndmwpoli� 46P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP ``\\`aauuuuniii�� S P , S�j,p ,.,,, �:�,fH�TCkF'g�..'y��.n : `� � � _ �; No. A. = • : rE�oe�o�� i * € �-.oQ `�. nerz v : � �: •�U "'..../NBPMP.-:��VO• I '','' , /I 1••1111\\ Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING � � � � aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13 Q I P I N I M PLYWOOD Plywood panels shall be detailed, fabricated and installed in conformance with the requirements of the latest Plywood Design Specifications by the American Plywood Association (APA). Plywood panels shall be identified with the appropriate trademark of the APA and shall meet the requirements of the latest edition of the U.S. Product Standard PS 1 for Construction and Industrial Plywood. Panel span rating shall meet or exceed truss or joist spacing shown on plan. Floor and roof ponels sholl be APA Structurol I Rated Sheathing installed with the long dimension (face grain) across the supports with the panels continuous over 2 or more spans. Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel manufacturer, provide a 1/8" gap between panel ends and edges. Roof panel edges shall be tongue and groove or supported on 2" nominal lumber blocking installed between joists and are to be fastened according to attachment detail on plan. Floor panels are to be fastened with Sd nails at 6" centers along panel edges and 12" centers at intermediate supports. LUMBER Structural lumber shall be detailed, fobricated and erected in accordance with the requirements of the latest editions of the Timber Construction Manual by the American Institute of Timber Construction and the National Desian Soecification for Wood Construction by the National Forest Products Association. Structural Lumber shall meet the following minimum requirements: Grode: Visually graded No. 1 Southern Pine (or approved equal), kiln dried, maximum moisture content of 15%. Design values shall meet the following minimum requirements: Fb (psi) Fc (psi) Ft (psi) E (psi) < Lumber Size (Parallel to Grain) (Parallel to Grain) (Mod of Elasticity) 2x4 1,850 1,850 1,050 1,700,000 2x6 1,650 1,750 900 1,700,000 2x8 1,500 1,650 825 1,700,000 2x10 1,300 1,600 725 1,700,000 2x12 1,250 1,600 675 1,700,000 Blocking lumber (non—stress related) shall be No. 2 Southern Pine, surface dry, maximum moisture content 19%. Design values shall meet the following minimum requirements: Fb (psi) Fc (psi) Ft (psi) E (psi) (Repetitive Use) (Parallel to Grain) (Parallel to Grain) (Mod of Elasticity) 1,500 1650 825 1,600,000 Bolts and lag screws shall conform to ASTM A307. Standard washers shall be used at bolt head and nut ends. Nails and other wood fastenings shall conform to the latest edition of the National Design Specification for Wood Construction by the National Forest Products Association. ENGINEERED LUMBER PRODUCTS Detoiling, fobricating and instollotion of Engineered Lumber Products shall be in accordance with the requirements set forth by the National Evaluation Service, Inc., ICBO Evaluation Service or the Canadian Construction Materials Centre. Temporary and permanent bracing of Engineered Lumber Products shall be in accordance with manufacturer's requirements. The Contractor shall install all permanent bracing as shown on the Manufacturers shop drawings. Live Load deflection shall be limited to L�360 of the truss span. The Manufacturer shall prepare detailed shop drawings outlining fabrication, erection and construction procedures for submission to the Structural Engineer for review prior to fabrication. These shop drawings shall indicate layout, sizes, details, design loads, material grade, and bracing details. The Manufocturer shall provide on site evaluation of installation during construction (prior to the drywall installation). Report of findings to be forwarded to Structural Engineer. cO PRE—FABRICATED WOOD TRUSSES Detailing, fabricating and erection of pre—fabricated wood trusses shall be in accordance with the requirements of the latest editions of the Timber Construction Manual by the American Institute of Timber Construction, the National Design Specification for Wood Construction by the Notionol Forest Products Association, ond the Truss Plate Institute. Temporory ond permanent bracing of wood trusses sholl be in accordance with requirements of the latest addition of Bracing Wood Trusses: Commentary and Recommendations for Bracing Wood Trusses by the Truss Plate Institute. The Controctor shall install all permanent truss brocing as shown on the Truss Manufacturer's shop drawings. TJI members called out on plan to be supplied by Truss Joist or approved equal. Pre—fabricated wood trusses shall be designed for the following loads in addition to the weight of the trusses: NP. ROOF FLOOR Top Chord Dead Load: 10 psf 15 psf Top Chord Live Load: 20 psf 125 PSF Top Chord Partition Loads: N/A N/A Bottom Chord Dead Load: 10 psf 10 psf Wind (or Seismic) Load: PER INDIANA BLDG. CODE Drift, Sliding, or Unbalanced Snow Loads PER INDIANA BLDG. CODE Pre—fabricated wood trusses shall be designed for the following °Allowable stress increase" factors: Dead Load + Live Load: 1.15 Dead Load + Wind (Seismic) Load: 1.33 Dead Load + Live Load + Wind (Seismic) Load: 1.15 Live Load deflection shall be limited to 1/360 of the truss span. Truss connection plates shall be galvanized steel plates applied to both faces of the members being connected. Trusses shall conform to the geometry indicated on the Architectural and Structural Drawings (Web member configuration shall be the option of the fabricator). The Truss Monufocturer sholl prepare detailed shop drawings & calculotions sealed by a registered Engineer outlining fabrication, erection and construction procedures for submission to the Structural Engineer for review prior to fabrication. These shop drawings shall indicate design forces, sizes of truss plates; lumber species, lumber grade, design values; and bracing details. HOLD DOWN ANCHORS AND SPECIAL UPLIFT—RESISTANT CONNECTORS Special anchors bolts, straps and hold—down connectors indicated in section refer to Simpson Stronq—Tie Earthauake Resistant Construction connectors ond Simoson Anchor Tiedown System as manufactured by the Simpson Strong—Tie Company, Inc. Q P N M L 5/8" APA RATED STRUCTURAL II PLYWOOD SHEATHING TO BE ORIENTED VERT. (EXTEND CONTINUOUS PAST RIM BOARD) L Sd NAILS � 4" ALONG PANEL E Sd NAILS � 6" AT PANEL INTER Sd NAILS � 4" ALONG PANEL E � J W G '^"^" ^^,G. ELEVATION � TOP PLATE BLOCKING � YWOOD JOINTS �ER PLAN IDS � END L MIN. -LOOR ELEVATION iE PLATE HDU4 CONNECTOR BELOW � ENDS OF FLOOR. SEE DETAIL 2/52.2 TOP PLATE BLOCKING � _YWOOD JOINTS UDS PER PLAN IDS � END L MIN. 2x6 BASE PLATE J11 HOLDOWN CONNECTOR � ENDS OF WALL Bt DOOR JAMBS. SEE DETAIL 1/52.2 MULTI-STORY PLYWOOD SHEARWALL FRAMING J I:I G F E E u 0 c c u 0 A A e c � � PROJECT �t�►�Y � �' �� 1 ` � �� . �. ' �8U4•� '3 �� r , l . , ;�' � � �� DANNY BOY BEER WORKS YILLAGE OF WEST CLAY CARMEL, INDIANA ENGINEER S�17LC�711'Idl �¢Si97l, /?iC. I PPPP I. S�, Suik I /ndmwpoha, 46P17 (sivl csr-osrr r<.ls�y ra�-acre STAMP ``\\`aauu uup� p' �S P , S�j;p ,.,,, �:�,fH�TCkF'g�..'y��.n : `� � � _ �; No. A: _ * : PE60870367 i * _ �-.oQ `�. nerz v : � �: •�U "'..../NBPMP.-:��VO• I ,/' '..una Structurnl Des Inc. SHEET HISTORY THIS SHT. MARK DHTE DESCRIPTION REV. 0328.13 PRLM BIDDING 03.31.13 PROP REVS 04.17.13 PROP REVS 05.10.13 FOUNDTION PERMIT 07.02.13 PERMIT SET 07.03.13 CONSTRUCTION SE DRAWING S2.3 aao�ecrrvo. 13030 SHEET DRAWN BY GPI CHEGKED BV CPS ISSUE DATE 0723.13