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HomeMy WebLinkAboutRCC Foundation + Framing - 06-28-1997A STRUCTURAL NOTES CODE REQUIREMENTS: All design and construction shall conform to the requirements of the Uniform Building Code, 1985 edition. DESIGN LOADS: In addition to the dead loads, the following were used for design: Roof 25 psf L.L Floors: Offices 80 psf L.L. + 20 psf partition Corridors, stairs & lobbies 100 psf L.L. Storage 125 psf Gymnasium, banquet/dance 100 psf Mezzanine: Mechanical 125 psf L.L. Folding partition 12 psf Sidewalks and driveways 250 psf L.L. Allowable soil bearing pressure 2000 psf Retaining walls 55 pcf (equivalent fluid pressure) restrained 35 pcf (equivalent fluid pressure) unrestrained Building: V = ZIKCSW Where: Z = .75, Zone 3 = 1.25 (greater than 300 occupancy) at gymnasium and banquet/dance areas K -= 1.33 CS = .14 Earthquake and wind forces are resisted by CMU and plywood resisting shearwalls. SPECIAL SEISMIC LOADS: Mechanical equipment dead loads equivalent to 80 psf have been added as superimposed dead loads at the Mezzanine level, using the following formula: ZICpWp Where: Z = .75 1=1.0 Cp = .3 WIND LOADS: 1985 UBC: Exposure B, 80 mph. P = CeCgQsl Max. Ht. above adjacent grade = 0'40'-0". Ce = 0.8 Qs = 17 psf 1 = 1.15 p = 0.8(17)(1.15)(Cq) = 15.6 Cq Building: Cq = 1.3 p = 15.6(1.3) = 20.3 psf on vertical projected areas. Cq = 0.7 p = 15.6(.7) = 10.9 psf (up) on primary roof system. Components: Walls and window wall members: Cq = 1.2 inward; = 15.6(1.2) = 18.7 psf (inward) Cq = 1.1 outward; p = 15.6(1.1) = 17.1 psf (outward) Cq = 1.2 inward; p = 15.6(1.2) = 18.7 psf (inward)' Cq = 2.0 outward; p = 15.6(2.0) = 31.2 psf (outward)' Window wall connections: Cq = 1.2 inward; p = 15.6(1.2) = 18.7 psf (inward) Cq = 1.1 + .5 outward & upward; p _ 15.6(1.1 + .5) = 24.96 psf (outward and upward)' Cq = 1.2 + .5 inward; p = 15.6 (1.2 + .5) = 26.5 psi (inward)' Cq = 2.0 + .5 outward & upward; p = 15.6 (2.0 + .5) = 39.0 psf (outward and upward)' Parapets: Cq = 1.3 inward & outward; p = 15.6 (1.3) = 20.3 psf (inward & outward) Entry ceiling: Cq = 2.8 upward; p = 15.6 psf (2.8) = 43.68 psf (upward) ' within 10 feet of the corners. SUBMITTALS: Shop drawings shall be submitted to the Architect and the Renton Building Department prior to any fabrication or construction for all structural items including the following: concrete reinforcement, embedded steel items, structural steel, glue -laminated members, trusses, and embedded plates. If the shop drawings differ from or add to the design of the structural drawings, they shall bear the seal and signature of a Washington State Registered Structural Engineer. INSPECTION: Inspection by an approved testing lab shall be performed for masonry and masonry reinforcement placement, window walls, concrete and concrete reinforcement placement, embed plate installation, steel fabrication and erection, truss fabrication, and welding. All prepared soil -bearing surfaces shall be inspected by the Soils Engineer prior to placement of reinforcing steel. Soils compaction shall be supervised by an approved testing lab. SPECIAL CONDITIONS: Contractor shall verify all dimensions in the field and shall provide adequate shoring and bracing of all structural members during construction. Contractor shall notify the architect and Structural Engineer of all field changes prior- to installation or fabrication. SOILS: See the Soils Report by Hemphill Consulting Engineers, for more complete information. Earthwork material, backfill and compaction shall be in accordance with the recommendations of the Soils Report. Backfill behind walls shall not be placed before the gall is properly supported by the floor slab, or temporary bracing. All topsoil organics and loose surface soil shall be removed from beneath fill supporting concrete slabs or paving. CONCRETE: Concrete work shall conform to all requirements of Chapter 26 of the Uniform Building Code. Concrete strengths shall be verified by standard 28-day cylinder tests, unless approved othewise. Max. Water Per Minimum Max. Water 94 LB of Cement Vc Cement Per Per 94 LB When Using air kp-5-11 Cubic Yard of'Cement Entraining Aaent ILU 2,500 5-1/2 6-3/4 5-1/4 Slabs on grade and sidewalks. 3,000 6 6 5-1/4 Walls, footings and grade beams. As an alternative to the above, the Contractor shall submit concrete mix designs for approval two weeks prior to placing any concrete. The alternate mix design will be reviewed for conformance to UBC 2604. A water -reducing admixture conforming to UBVC Standard No. 26-9, used in strict accordance with the manufacturer's recommendations, shall be incorporated in concrete design mixes. An air entraining agent, conforming to the UBC Standard No. 26-9, shall be used in all concrete mixes for work which is exposed to weather. The amount of entrained air shall be 5% ± 1% by volume. CaC12 or other water-soluble chloride ion admixtures shall not be used unless approved by the Architect. REINFORCING STEEL: All reinforcing steel shall be in accordance with ASTM A-615, Grade 60, for deformed bars and ASTM A-185, (fy = 65,000 psi) for smooth welded wire fabric (WWF), unless otherwise noted Bars in beams and slabs shall be supported on well -cured concrete blocks or approved metal chairs as specified by the CRSI Manual of Standard Practice, MSP-1-76. Reinforcing steel shall be detailed in accordance with the "ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures", ACI 315-74. Welding of reinforcing steel, when approved by the Architect, shall be performed using low hydrogen electrodes, and preheated in accordance with AWS D1.4-79, Reinforcing Steel Welding code. Lap all reinforcing bars as shown on schedules. Reinforcing steel shall have protection as follows: L.& Cover Beams and Column Bars .................................................. 1- 1 / 2 " (to stirrups or ties) SlabBars......................................................................... 3/4" Wall Bars: Interior faces ............................................... 3/4" Exposed to weather ....................................... 1 -1 / 2 " (#5 and smaller) orearth .................................................... 2" (#6 and larger) FootingBars..................................................................... 3,. CONCRETE WALL REINFORCING (Unless otherwise noted): Wall Thickness Horizontar Bars Vertical Bars Location 6" #5 @ 15" o.c. #4 @ 13" o.c. @ CL of Wall 8" #6 @ 15" o.c. #5 @ 15" o.c. @ CL of Wall 1 0" #5 @ 18" o.c. #4 @ 16" o.c. Each Face 12" #5 @ 15" o.c. #4 @ 13" o.c. Each Face CONCRETE MASONRY: All concrete masonry units shall be f'm = 1,550 psi, Grade N-1. Concrete masonry walls shall be reinforced as shown on the plans And details and if not shown shall be as noted under "Masonry Wall Reinforcement". Design stresses are in accordance with UBC Section 2406 "With Special Inspection", unless noted. MORTAR: All mortar shall be Type S and shall conform to UBC Section 2402 and 2403. Mortar proportions shall be as listed below. MORTAR PROPORTIONS: Parts by volume of portland cement = 1 Parts by volume of hydrated lime or lime putty = 1/4 to 1/2 Aggregate (measured in a damp, loose condition) = 2-1/4 to 3 times the total volume of cement and lime MASONRY GROUT: grout shall conform to UBC Section 2402 and 2403. Grout shall consist of a mixture of cementitious materials and aggregate to which. sufficient water has been added to cause the mixture to flow without segregation of the constituents. Grout shall be poured in maximum lifts of 5-0". All cells containing vertical bars and all bond beams shall be filled with grout. MASONRY REINFORCING STEEL: Reinforcing shall conform to UBC Section 2402(b)10. D6formed bars may be Grade 40 or Grade 60, and shall be securely placed in accordance with UBC Section 2404(e). unless otherwise noted on the plans the minimum wall reinforcement shall be as follows: Horizontal Bars Wall Thickness Vertical Bars Running Bond Stack Bond 4" #4 @ 48" o.c. #4 @ 48" o.c. #5 @ 48" o.c. 6" #5 @ 48" o.c. #5 @ 48" o.c. #6 @ 48" o.c. 8" #6 @ 48" o.c. #6 @ 48" o.c. (2) #5 @ 48" o.c. 12" #7 @ 48" o.c. (2) #5 @ 48" o.c. (2) #6 @ 48" o.c. All cells containing vertical bars, and all bond beams, shall by filled with grout. Bond bearns with horizontal bar or bars shall be provided at all floor and roof lines and at the top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2'-0" past the opening at each side. provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and intersections. Dowels to masonry walls shall be embedded a minimum of V-6" or hooked into the supporting structure and be of the same size and spacing as wall reinforcing. Reinforcing steel shall be as specified under "Masonry Reinforcing Steel". Provide corner bars to match the horizontal wall reinforcing at wall intersections. Lap= all bars 40 dia., V-6" minimum unless noted on the plans. INSPECTION: Masonry shall be inspected in accordance with UBC Sections 305, 306 and 2405, Section 305. STEEL SPECIFICATIONS: Design, fabrication and erection shall be in accordance with the following specifications: Structural Steel - AISC-Specification for the Design, Fabrication and Erection of Structural Steel for Buildings - 8th Edition Welding - AWS D1.1 Rev. 2-83 AWS prequalifibd joint details Use 3/16" min. welds (unless noted otherwise) Welder Certif. - Washington Association of Building Officials (WABO) STEEL MATERIALS: Structural Steel - ASTM A 36 Connection material, embedded items - ASTM A 36 channels, angles, base plates, and misc. steel Structural Tubes - ASTM A 500, Grade C Steel Pipe - ASTM A 53, Grade B Structural Bolts - ASTM A 325-F Wood Connection Bolts - ASTM A 307 Anchor Bolts - ASTM A 307 Threaded Rods - ASTM A 36 Welding Electrodes - E70XY Headed Shear Studs - ASTM A 108 BASE PLATE GROUT: Base plate grout shall be non -shrink type with minimum f'c = 4,000 psi. HEADED SHEAR STUDS: All shear studs shall be 3/4" diameter headed studs. Stud lengths after weld shall be as shown on the drawings. All studs shall be automatically end welded in shop or field with equipment recommended by manufacturer of studs. SAWN LUMBER: Sawn lumber shall conform to "Grading and Dressing Rules", West Coast Lumber Inspection Bureaum(WCLIB), latest edition. Lumber shall be the species and grade noted below; Z.-(oTONG-► e AND (3RDOVE TO PEE S+;LEGT O R GO NSTiZUGTI ON GRAD E ,] ! osi)(ssingle use) Wall Studs 2" to 4" thick, 4" wide Hem -Fir Standard 475 Wall Studs, Joists, Planking & Blocking 2" to 4" thick, 5" and wider Hem -Fir No. 1 1200 Wall Plates & Nailers 2" to E" thick, 4" wide Douglas Fir -Larch Standard 600 2" to 4" thick, 5" and wider Douglas Fir -Larch No. 2 1250 Beams/Stringers Douglas Fir -Larch No. 1 1300 Posts Douglas Fir -Larch No. 1 1200 T and G Decking 2 x 6 solid timber Douglas Fir -Larch - Select 1750 3 x 6 laminated timber Douglas Fir -Larch - Commercial 1450 3 X & LAtAl KJATED TIME5F-2 WESTi=RN l-} SO Framing accessories and structural fasteners shall be as manufactured by Simpson Company (or approved equal) and of the size and type shown on the drawings. All other framing nails shall be common nails and shall be of the size and number indicated on the drawings. Nailing not shown shall be as indicated on Table 25P of the UBC. PLYWOOD: Plywood panels shall conform to the requirements of the latest edition of "U.S. Product Standard PS-1 for Construction and Industrial Plywood". Each panel shall bear the APA grade trademark of the American Plywood Association. Plywcod shall be as follows: Roof Sheathing: 3/8" 24/0 C-D INT APA with Exerior Glue (CDX) (as noted on drawir ns) 1/2" 32/16 C-D INT APA with Exterior Glue (CDX) (as noted on drawings) 1-1/8" STURD-I-FLOOR 48". o.c. (2-4-1'1ENT APA T&G EDGES Floor Sheathing: 1/2" 32/16 C-D INT APA with Exterior Glue (CDX) Shear Wall Sheathing: 1/2" 32/16 C-D INT APA with Exterior Glue (CDX) All roof sheathing and sub -flooring shall be installed face grain perpendicular to supports or as indicated on the drawings. Roof and floor sheathing shall be unblocked or as indicated on drawings. Shear wall sheathing shall be blocked with 2x framing at all panel edges, unless noted otherwise. Nailing not shown shall be as indicated on Table 25-P of the UBC. All nails shall be common. CLUED LAMINATED MEMBERS: Glued laminated members shall be fabricated in conformance with U.S. Product Standard PS 56-73, "Structural Glued Laminated Timber" and American Institute of Timber Construction (AITC) AITC 117-82, "Manufacturing". Each member shall bear an AITC identification mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be applied immediately after trimming in either shop or field. Members shall be visually graded Western Species,INDUSTKiAJ_ grade, and strength indicated as follows: Combination Symbol Species lJz Beams 20F - V3 DF/DF <16" Depth Simple span 20F - V7 DF/DF <16" Depth Continuous or cantilever span 24F - V4 DF/DF >16" Depth Simple span 24F - V8 DF/DF >16" Depth Continuous or cantilever span' Columns 2 - L2 DF All All Trusses 2 - L2 DF All All 2" TONGUE -AND -GROOVE SOLID HEAVY TIMBER OR LAMINATED TIMBER DECKING: Tongue - and -groove deck shall be random length laid .with well scattered joints. The distance between end joints in adjacent courses must be at least 2 feet apart. End joints in mid span shall be end matched or use #10 gage metal spline and drive fit into precut. slot in board. Each board shall bear on at least one support. Only one board out of three shall be spliced at a given location. Decking is to be installed with tongues up on sloped or pitched roofs. It is to be laid with pattern faces down. Each piece should be toenailed through the tongue at eadh support with one 16d common nail and face nailed at each support with one 16d common nail. Decking lengths and moisture content must be in conformance with the AITC 112-81 "Standard for Tongue - and -Groove Heavy Timber Decking". FOR TONGUE. 4 6200VE f�1AF_ALL_E-1- To 6UPP0RT- 1_E045EIF- SEE ✓EGT D' E�-7 3" TONGUE -AND -GROOVE LAMINATED HEAVY TIMBER DECKING: Tongue -and -groove deck shall be random length laid' With well scattered joints. The distance between end joints in adjacent courses must be at least 4 feet apart. End joints in mid span shall be end matched or use #10 gage metal spline and drive fit into precut slot in board. Each board shall bear on at least one support. Only one board out of three shall be spliced at a given location. Decking is to be installed with tongues up on sloped or pitched roofs. It is to be laid with pattern faces down. Each course shall be nailed to each support with two 30d common nails. Each course shall also be slant nailed to the tongue of the adjacent course using 16d common nails. These nails shall be spaced 30 inches apart with one nail not over 12 inches from the end of each piece. Nails in adjacent rows should be staggered 15 inches. FoF- T4 G PAKALL.EL- T O -3U FPO RT L.E PGE IZ, SEE SEGT, D e, -7 Decking lengths and moisture content must be in conformance with the AITC 112-81 "Standard for Tongue -and -Groove Heavy Timber Decking". 5r,iC,6 VENEER; FK0\/IpE NO, ZZ GAUGE GOIZIZD�JION Iz1:SISTAI�IT 4N�Etol�� TIEt) C.DI'-4 O,G, bOT-H C�IKEGTIv(S NOOD 5 -RiD NALLS. 5EE JEGTION Az-G FOIz,4,�4CHOK Ties � CMU W,4.L.LS, ANGHOK TIES �5HALL AL'50 C5E FKOV1 DED TO H01;ZI-0, JOINT 1ZEI N E, W I rZE Or- NO CAUL E O(t EQUIV, r WALL N iokIL,IQ6i' �G�ffDULff, W�`u' �`fMP�OL �I-IEAT�-ill�lGl a\IL 'SPA61Q4 (& r'kQE, tvem,5S SHEAK a-kr-AGIT`( t'OUN D/ --007- ®I %2'�GD-ExT gal G> Go�OG 8� 12OG 2600 ®I'2 %2 GO -fsCT 6 of @ �"GG 8 12'' OG 580 6,--:) (& 3�OG 9? d 12." dG 4 :� O t . a LL 1�.a.l�I✓L I✓��I� �t�� LL � �A�K E>7 �� MIN O� 2" NoMlf`1AL �K�.M1�1G1 , L� �'►-1,�.til 610 A�� To e7fr-1 OF5= f!;r To BALL ON DIFFf_1:'1TeE�IT FI2�.MII�tGt AND 1=RAMI1.lGI �NALL 1�� �° I`►oMINAL (,I� '(i-IIGKE,IQ ►�/� �T�.GGir✓IeE.D NA1L� o1�j EACH SIDE WA\L.L BTU D G�GH��DuI� �YMPX�L �uD �121; AND �PAGIfJ� 2 x oo �; till 0 i�)HEAK NA\LL ANCHOR �DLT ��Hf..PUL-f WALL. Gal.lG�!e�TE L��/�L At4C440R �,d.GiQ1 m 1'1-A7E CAI LING �--p oc, ALL 014 1�HEIA\fFll. WALL NaLODNG�I�DI�L� 1�YH?70L ` Y`r , Q LI t ie 5j;� 01✓ SUDS 1� U I IeED EVEL,lnow I �o d NA S MST Z7 Z 1 [2 I-tD 7 2 `2) M ✓T ;�57 ", (� MG 8 x GoLUt~1►�l `2) MST 37 So A (2) MST (p0 eE6, �F.GT, GOL, �E,IZ 1�L, 1 (Z) MzT (� fi t✓ � nol.� H S - 7 ate �4oLCZ:5W� Y1�� G. I. DET ►L @ D T N . S S�GTION F s- Iv 1=01z• HOL PzX?V,1N 7,f P C7) E TA I L 4 k ff r1 II' ARAI/JACKSON ARCHITECTS & PLANNERS consulting engineers seottie Washington 1535 11th Avenue, Suite 300, Seattle, Washington 98122, Phone. (206) 323-8800 GENERAL: NOTES AND r 0* % Registered - go�,ite�t H E U L E S. . _ S C to ►ashtngton XXX,XX XX.kX XXXXX O Approval Approved by Date Drawn by Date f�00F% M EGA N�ILIl�.I� �G��Dr✓I�� ZoN� PI.`�^/oaD �IZ� �Y�.FL �i � �>� PL`�►�ooD 1�.QI�I�I �R'�►�5 �T �1,1✓ ��ZE/��� I�It�eM�DiaT� 1=1�AM1 Ml=�'ll✓F�� f���/MECN, 51-IEA� GAPAGITY . 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S-10 O 1� O 1q; O Iq• ; O 1�1- (A) 03 O GIRIt� 25 OT�S x t'- �v EF 0 00 2 �2-g �,� �-�� GENERAL SYMBOLS LEGEND PA T/PLYWD, T/CONC SPOT EL. G.L. CROSS-SECTION T/MEMBER, T/GL EL. SOLJD WOOD CONTINUOUS CROSS-SECTION T/FOOTING EL a SOLID WOOD DISCONTINUOUS CROSS-SECTION I.E. "BLOCKING" WORKPOINTS PLYWOOD CROSS-SECTION FOOTING TYPE -SEE SCHED, DWG S-1 STEEL CROSS-SECTION MEMBER (I.E., GL, 2X10, ETC.) TYPICAL TIMBER SYMBOLS STUD WALL HOLDDOWN - SEE SCHED, DWG S-1 CMU WALL SHEAR WALL SHEATING/NAILING - SEE DETAIL, DWG S-1 BUNDLED STUDS, GL COL, WOOD POST CMU SHEAR WALL TYPE - SEE SCHEDULE, DWG S-1 STUD WALL TYPE - SEE SCHED, DWG S-1 HARDWARE - SEE MANUFACTURER CATALOG � GONT izAGTo IZ �-f¢.LL �.�SU M E AL.L► �F�M ``, HINGE CONNECTION I IZ D� RS COLUMNS H Ail E �TizU G I U iZ?.L CAMBER GOI�I N G�l O Revisions F . Description Date Co►�,Tpt atJ to2Z � Renton Community Recreation Center City of Renton A) (B C I 2 6' -3 I r- I 20' -5 26' -4 1- M 1 /' -8 21' -2 • 279'-6 15' -8 '-0 G'-4 15' -0 15' -0 15' -0 10' -0 15' -0 SLAB EDGE T-6 '-0 Y- ?'-CL 11'-6 23/4 �4 4 -ME. /4 r;2 '_q A 01 EDGE OF SLAB/ EDGE OF SLAB/ coA I S-5 w�► I A5-5 I BR I CK LEDGE I BRICK LEDGER (3) 2x CS-5 S 5 (3) Zx6 _ -1' q u 00 A � AS-5 I I I CS-5 I GL83/4x9 o SEE 1NOTE4 3 BRICK LEDGER 3 -1'-4 © EDGE OF SLAB/ � ES_5 ©-1'-4 SLAB TO _ 1'_4 GS-5 BRICK LEDGER - I' S _ _ _ MEZZ - - - - O T/SLAB EL. 0'-0 C LS-10 4 ca ,2 o O o a S A _S 12'-91/ 1/4 AS-_5 OE AAS-_5T_ v 0 C C ' -1'-4 O, o 3 -1'-4 AA ® I SLAB TO ® 5 SLAB TO I _ 1 -4 2 FACE OFI ,n -1-4 MEZZ EZZ - BRICK L DGE 14 - - - -1,-4 B As-ssl , AS-5 BS_5 7'-4 I GL83/ x9 C SHEA I NG --1'-A SEE NOTE 4 8 - -1-21 -�- - S-5 As -5 _ 3 0 8 © L: © A, ® � 1 _4 qaC�-0'-6�/8 3 _ 1,_q ESP C, �Q GL8 /q-x 10 /2 oo0 - 6'7/8 A CA - 00 Qo O 0 -1'-44 - - _ 3 I B -p'- T/S AB .1 0 N � N - - /8 EL -0 T/SLAB 0 tO A I N S_5 - 1 GL83/q.x9 GL83/ x 12 5-5 T/SLAB EL. 0 2 /8 _0'_(0- 0 ® © © A - - -- - - 0'- - -- - 1 1 - -- ----- -- - - o'-6�r8 1 2 - - - - - - - - ---- --- - - a o AS-5 aPo� �'��' �� 8x8 COLUMN 20'_p SEE DWG . S-1 1 ao Off' Q TYP I CAL � -� I-O -0 4 FOPILASTERRERNFORCEMENT 8'-0 6'-4 o 5-5 AO DS-5 OPNG . 8 _31/ T/SLAB 85-5 _ _ _ 3 01 __ __ O -0'- -p'- I N SLAB -� --- - _ /8 - FOR SPA EL . 0 0 SL8 /q-x 1 4 i � 0 SEE NOTE 4BS-5 MS -5 MS-5 T/SLAB - - - � 1 � � '_ - - --- TYP . @ F TYP . ��- - --E-L. __ U -0-4 0D K S-5 I I GL8 / x9 0 L83/xI - w o 2 -0 A-0'-6�/s r _ 0 -6 5 5-:5-- -- - - ---- -- N 6 00 EDGE _ --- - - - - --- A A OF A BS_5 V JS-5 © 4'_q © � US-5 TYP.UNO. _ m 00 D _ 1=-q GL83/ x9 © 71 GL83/ x9-0 0 4 -0 -4 i l 0 B - - Q 0'-6 c ® J a `5-5 AO 0 SLAB TO MEZZ 0'-67/ 0 I 0 -,� E -5 DS_5 Q° -1 T/SLAB 05-5 O ® D AO AO 4" ,9 - }- — - S_5 5-5 O - o -1 _4 GL8Nx0 -4 SEE NOTE 4 SEE NOTE 4 © I -" D I 1 Aoo g� 5 2 A 0 ^p -4 ' J z C C CMU 3 3 - - Qo� T/SLAB EL. 0'-0 - -- - - Q 3 a -0 -4 -0-4 8 CM T -1 4 AS-5 DS-5 - - -- -0'-4 0 -4 0 - - © w _p4 t=z� o 0 2 A Z F- E - 0 -0 -q O DS_S -O'-4 SEE A H . - -1'-4 S 5 OLUMNS A5-5 AS-5 - 28 SS 0 0 I1/--)LAn LL. I• k G'-a '- o 1 0 - 0 2 -1'-a o 0� o � -1'-4 0 1 � d� O O I DO D) Q BS-5 0'-61/8 0'-6 �/8 0'-6�/8 0'-67/8 -0'-63/8 nO 3 r �Wt CS_5 © AA Q -11_ q S-5 • T SLAB EL . 0' 0 S I M. i ------------------ 3 O B- Cn � � 0 -6 8 � �1'_4 -0 - /8 I 1 CMU ' 8'-65/8 8'-93 3'-4 8'-93/8 8'-65/8 3 -4 S �-8 I I T SLAB EL.-0-2�/ I I I 3 CS-5 -1'-4 N Q Q i 33/4 -0 - 4 -Oct FOR WALL OCAT I ON ao v i i _p� 4 - - -� F -1'- -1'-4 CS'S -1 -a AO 3 AO 5 T)® CD © u ON - - - - - - - - -- -- --- -- - - - - — --- i --- -- - - -- O i� -1'_4 _ 1 �_q 0 DS-S Ids-5D5-5 EDGE OF 3 3 _ 1 -4 _ 1'_q I t ► -1,_a -1'-q 5 4'-9 0 As-5 ,i _ ---- - -- -- - - _ a1 KS-10 Q -S-S ' © 5-5 B A A - © fi _ , 1 -4 -1 -4 �A s-S r-- B Cli S 0 -1'- 1 I 4 I IzzFOGE © O 0 - 7 I/2 -SLABr - _ _ U TYP . ER I METER OF -1'-4 -1 �_q -1' 4 1 -4 O- Z 4 S-5 2 -0 9 4 - - - - - - - - TYP BRICK EDGE :5) L SEE SECT . L - - © A _ L L - _ 1'-4 - ©- J - - - - ---- --- -5 O H _ FOR TYP . S S _ O -1 -4 1 '-4 YP . 1'_ 0 S 10 v 7 16 4 3 1 4 -1 -4 -1 _q TYP. H LDOWN DET TYP . TYP . 1 _ 1'-0 TYP 6' -3 20' -5 26' -4 16' -0 1 7 -8 21 2 21 -2 TYP ' 18, _ l 0 15' -8 15' -0 1 1 ' -73/4 9' -65i� ' -53/ 10' -0 5' -53/8 9' _65f8 1 1 ' -93/4 3 2 I/4 15' -0 — 3' q 14 6 -- -- -- - - -- - - -- - - - - - --- - 2 7 9'-6 I � I A nE� C n \I OE M GENERAL SYMBOLS M5T60 HARDWARE -SEE MANUFACTURER CATALOG O CMU SHEAR WALL -SEE SCHEDULE ON DWG. XXX.XX T/PLl'WD.T/CONC,SPOT EL. � 5-1 PER REINFORCEMENT c 1 1/2 CAMBER r1 Approval Revisions XX . XX T/FOOTING EL T/SLAB ELEVATION CHANGE z ARAUJACKSON ARCHITECTS & PLANNERS Approved by Date No. Description Date 1535 llth Avenue. Suite 300, Seattle, Washington 98122, Phone: (206) 323-8800 ❑2 HOLDG'OWN-SEE SCHED . DWG . S-1 MEMBER (I . E . , GL , 2x 10 , ETC.) NOTES_: 1. SEE DWG . S-5 FOR TYP . SLAB I coNST��cT1orJ a 24 G1 AB SHEAR WALL SHEATH I NG/NAILING-SEE DETAIL , DWG, 5-1 i STUD WALL 2. FOUNDATION EENDWG I oN 1 DETAILS. I SCHEDULES , p T ��N R� FOUNDATION PLAN CMU WALL 3. SEE SECT . H 5-7 FOR TYP . HOLDOWN PET. dt'�ar �� © FOOTING TYPE -SEE DWG.3-1 FOR SIZE � REINFORCEMENTemd @ STUDS. ❑ BUNDLED STUDS , GL COL , WOOD POST 4. ALL COLUMN BASE CONNECTION BOLTS TO - St to t_ ton 1/8" =1'-0 �A STUD WALL TYPE -SEE SCHED , DWG. S-1 RUN PARALLEL TO ARCH./SHEAR WALLS. SEE ARCH.DWG.FOR WALL ORIENTATIONS. 40 CMU FILASTER TYPE -SEE SCHED.DWG.5-1 �•�• ULb%4X 10 �/Z i iSEE NOTE 4 i BS-5 :o r Drawn by Date 0 -1'-a 8 CMU 0 00 CS-S J'� -1'-4 :, 2) -1'-4 14 _I 6- ao EDGE OF SLAB/ BRIG LEDGER a N 00/ Cc T r o 2 T cn as I I - 16' -0 Du V kpff aoneulting enpinaore esettle veshlnpton Renton Community Recreation Center �� �� City of Renton ACB�� C�� �pj :E., nF l�l CH (I � (J) �R,� nm (0; nP nf� nT nu nV 279' 6 - 6' -3 PO' -5 26' -4 16' -0 1 �' -8 21 ' -2 21 ' -2 18' -10 15' -8 15' -0 15' -0 15' -0 10' -0 15' -0 15' -0 15.-0 16' -0 4 4 (3) Zx6 TYPICAL - - -- I 0 0 � _ 1 o 9'-0 '-8 3 9'-4 0 2 - , — , — — ► — — I I I I I I 2 14 J O r a LO 10'- ICE 3 T_ B51ML�Z AB TO M 2Z A p G I V HS-6 MS-7 S- 7�TO R OF EC-£-5� ��.CE OF-4EET GK I ES-6 GL 51/e x 251/2 ,�' GL 51/8 x 2 51/2 S- 7 TYP. c=+ / p c=+ 8 CMU ao X 4 H 2 Qo U 4*4 SIM N - - ,n Efa7 0 X w x C I O - - - - - - ------ ---------- -� - - - - - - - -- - - - - - - - - -- - - 5 F -6 GL 63/4x21 _ a- w GL 63/4 1 X ADDITIONAL FURRED 2 c=+3/4 0� c-t3/4 STUD WALL. SEE � N � BS-7 ARCH FOR DETAILS 5 5 ------------------ 8 CMU 12'-61/ TYP . UNO ~ 1�f414� J - - - 0 2 AS-7 TYI' l%� o I I EG7 I I 6 _ __--- - _► 6 GL5 /8 x25 / HD2 GL5 / x25 / cD v c=t3/4 MS_7 c=+ /4 _1 TMEZZ SLAB TO MEZZ 1\H C SLAB TO MEZZ I SIM. HS 6 TO ROOF D MEZZ TO ROOF HHUCS . 125/ 16TF ECC51/¢-105/8 71 0 P. 6 N E,.G7 ECCS y/4-8- BS-7 � �14) I 'H `9 4x 16 TYP , 51/ 8 GL51/ x 16I/ 6'-0 S-6 ELEV . VARIES N c= /26'- 2 7/DO 6 16X+ 18 VG xCC44 DO u DO a- TYPICAL N _ DO 00 DO \ u DO 10 N � 22 - LS-7 TYP,@ J EG � COLS/BMS P - - o 00 o I i p0 ALONG 0 DO 0 , -1 cv N © °s- x A C D G I R 8 MU o DO Q H O v ES-6 TYP. MECHANICAL ATTIC DIAPHRAGM PLAN O - HD5 SEE DWG. S-1 3 a� c9 DOL p (SEE DWG.S-1 FOR DIAPHRAPM FOR PILASTER N CC) X \ o N BONE NAILING SCHEDULE) SIB /REINF, N o P�' ►- N d � F TYPICAL -1 � + ao v_ -DO 4'-33/4 '-81/4 '-0 5'-0 D 0 x p �w � '� TYP . to 1 3 �� i � 5 FS_6 ES-6 N `� 0 14'-4 TYP , O 14'-4 14 Ds-7 - - © - 1 4 I o � o I o I � N I 4X I O O � C S-7 " °1/ PLYWOOD o o p r� X X cn H Z o o N 2 -0 N n n a0 1 r on DO GL51/ 18 e 6'- C 1/2 GL /8 x 161/Z 6'-0 0 ra Q . 1 0 0_ o_ OVER 3x TAG ECIi � & J ES-6 6- 16 o c9 r ao �,,1 a C SLAB TO ME�� H - �' - - - 16 HD5 HD5 S-6 cc tn�n SECT , �� Ig' o 0 0 0 0 3 MEZZ TO ROOF DO GL51/ x 18 GL51/8 x 16I/2 x H09 E G 5 `� m\�" H �' N , p Q n Q Q t N w o = °� S-6 1/2 PLYWOOD 6 -0 -10 1 HS 6 in u_ F- MS_7 AS_7 C=fi /2 s, TYP . `� x 1 ES-6 FS-6 CD SLAB TO ROOF A MEGS � 44 OVER 3x TAG ECh - _ �v TYP , TYP , 1 `i:n5I/ 4x 16 TYP , _ x �, 8 E c=+ /4 G 11 c=+ 4 13 -9 /2 GLS /8 x 18 CCSI/4-8 GL51/8 x 18 GLS /8 x 18 DS-10 8'-65/8 3 8'-9 / 8'- 3/8 8-65/8 S 6 E 74 - F ,r, ao ---- - - ICO E 10 CMU o _ - u - - - - -- - ---- - - CST 8 - S_6 S_6 < o ECC78 J S-7 CC51/4-8 JS-7 EGS JS_7 4'- 10 6 -0 8 CMU TYP . FS-6 I 00 N r- aJ GL 63/4•x21 ``? c=t3/4 0 w GL 63/4x21 TYP . r ou..1Q d c=+3/4 LL MEZZ. BEAMS + 12'-6 /Z �3 8 CMU I GL 63/4x21 rQ N w`� �,-�I%,21.101 I It-1/Zx5 STRAP I /2- I Gd UNO 1 ITI/Zx6 STRAP /2-16d I I I I I o - - F 12 -61/2 TYP . UNO .- N 'o JOIST HANGER NAILS @ JOIST HANGER NAILS @ S 6 X � b0 \� 3 OC. SEE SECT PS-1 0 3 OC. SEE SE T.DS-10 o a GLG3i _ 15 `� I I FOR MORE INFO I FOR MORE I NF i 1 r- N GL 6 /4x 21 c = + /4 `� _ w -- - -- - - _ -- -- - - " y 4 _ --TYP-. COP MS_7 HD9 114 cc GL63/4 - - — - --- - - - - HS-6 TYP 21 _ - --t7 GL63/421 \ c AS-7 MS o x C M5-10 N D `�! GL 51/8 x 21 I CC9-51/Z EG5/21 c=+1 4x OPP, o 01 �- - 2 O 2 12 -6 - SHEAR WALL 3 /4 _ _ _ _ _ _ _ 3 -- --- 3 � GS-60 E •�--f+- O i I I 1 F ao - - - 4 --- - - 5 4 -9 3-Zx6 G' -3 20' -5 2G' -4 16' -0 17' -8 21 ' -2 21 ' -2 18' -10 15' -8 15'-0 1 1 ' -73/4 9' -65/8 ' -53/ 10' -0 5' -53/8 9' -65/8 1 1 ' -93/4 3' 21/4 15'-0 16' -0 polo3' 41/4 279'-6 I A (� � C n � E F G H I J �, L GENERAL SYMBOLS aofieultin0 enpinews MSTGO HARDWARE -SEE MANUFACTURER CATALOG NOTES : 1 . ALL COLUMN CAPS BOLTS TO RUN ..etti.,,e�►,,oco XXX.XX T/PLYWD,SPOT EL, �— PARALLEL TO ARCH/PLYWOOD SHEAR C11/2 CAMBER WALLSORIENTATEONRCH.DWGS.FOR WALL XXX . XX T/MEMBER EL. 2 . INDICATES I/211 PLYWOOD Al Approval Revisions MEMBER (I . E . , GL, 2x 10 , ETC.) OVER 3x6 TIG WESTERN ARAI/JACKSON ARCHITECTS & PLANNERS Approved by Date No, Description Date Renton Community02 HOLDDOWN-SEE SCHED . DWG . S-1 RED CEDAR DECK, ALL OTHER 1535 11th Avenue, Suite 300. Seattle. Washington 98122. Phone: (206) 323-8800 STUD WALL I CoNSTRu(TioN © SHEAR WALL SHEATHING/NAILING-SEE DWG , S-1 1 MEZ2 . FLR . AREAS TO BE STD. �N /2 PLYWOOD OVER 3x6 DOUG FIR .w `� Recreation Center cMu WALL TAG DECK UNO. ;��� MECHANICAL ATTIC PLANS-3 STUD WALL TYPE -SEE SCHED ,DWG . S-1 3. PROVIDE 50L I D BLOC61 NG 4 NAILING PER SCHEDULE s ��d E--� ❑ BUNDLED STUDS, GL COL, WOOD POST AROUND ALL PLYWOOD SHEAR WALL OPENINGS. CMU SHEAR WALL -SEE SCHEDULE ON DWG . G, SEE DETAIL 1 5-10 FORTYPICAL C � scat • t«, I/ " =1 �_p TY I CA MECH. . 8 Cityof Renton S-1 PER REINF-ORCEMENT FLR.PENETRATION, e MECH./ATTIC, LEVEL, 3 5 CMU PILASTER TYPE -SEE SCHED , ON DWG . S-1 ••. Drawn by Date O C C C30 C C CG C C • 4 112 13 C14 i CIG q 5 A B C D E F Ca H I J M 0 P R T U V 279'-6 6' -3 20' -5 26' -4 16' -0 17' -8 21 ' ' -2 18' -10 15' -8 15' -0 15' -0 15' -0 10' -0 15.-0 15.-0 15.-0 G. -0 1 1'-31/ 4 '-0 5'-4 2'-0 4 1 1'-31/ HW412 FRAMED 0 TYP 4 1 1'-91/2 1 L5 / 5 SECT S 6 1 1'-91/2 I L5 / 5_- , T_� _ _ - 4x LEDGER. PRDV I DE 1 1'- 0 3 o pS_ 3 0 li 1'-8 ON SIDES OBF 4x12 TYP. _11v GS-10 t n- o o x 00 � x v o m N--G7/18 0 4 -O TYP . X � X o � '0' 7P.3 PLCS . 1_ 9 4 o 0 S 4x SLORES W/RO 12- 4x X ,- 4x 2 O 3 J S-6 TYP . GL103/4x75 i -- - - w L63/4x18 HW41 dRAMEb TO SEE DWG 5-1 �,� n 4x L DGER,PROVID 0 1 FOR PILASTER SIZE o 0 `" S_6 `" 0 0 0 0 0 0 S I M. S_6 S I M 1 -3/4 AB ON BOT S I DE OF 4x 14 T �' o 0 0 o N Z `� o _ REINFORCEMENT TYP. ,� n n n n n n o n GL63/ x 18 v o n n n vx •— x � j 0 OD n r N x N O O O O x 'o !n n v ��'q G L 51/8 x o_ 5 I/2 C 1 1/8 G L 51/8 x 51/Z C 1 1/8 DO 1 G L 51/8 x 51/2 C 1 1/8 G L 51/8 x 5 I/Z C 1 1/8 - -- - -- d 1 I _ S 7, (2 )MST60 ES_7 R 5 -7 3 N x N N N ES-8 , n ES-8 N N N o o H_ ECC51/ -9 4 EG5 I DS 4x 0 0 0 o x x o 0 0 o x DO `" 0 0 0 o x x o 0 0 o x S 6 GL5-1/8 x 15 GL51/8 x 15 LFECC.51/4-8 TSLAB TO MENGS-8 GS-8 -6 TYP n n n n DN NHW5.25/252X-U23 D n n n n nDN x n n n n n c� DN n n - `9 00 � MEZZ TO ROOF DS"�_ 4 O TYPICALel I IDOi I DO D0 DO DO HW5.25/ 1 5X-D23° DO n � cv w C ENTRY DO HW5.25x251X2X-D23 2 TYPICAL ao CS 6 & GL51/8 x 15 x � n HW5. E5/ 15X-U23° w 0 FS-9 FJRRED STUD F S-8 F 5-8 HW416 FRAMES � TYPICAL 0n 4 o GL51/ex15 (2 )MST60 % o 5/8x � EG5/ 15 s, d- WALL SEE ARCH.DWG.� HS-10 TYP . IS OE/ F I INTO 4x PROV I DE LEDGER 2-3/4� N •- 0 o N x N N x � � O 0 r- 0 0 0 o _x 3 GL 6 /4 c v � +�- '�',dx N 0 0 0 0 r Q n n n cv o 0 c� n N 0 0 c� Q x Io to GL 51/ 15 ¢ '-0 GL 51/ x 15 6'-0 co E S-7 DET.6 ACE POST CAP AB ON B TH S 1 DES n Q A n v + n n n n v x 18 v T x C SLAB T A C SLAB TO MEZZ TYP . PET. S-8 S 8 OPP 1 2'-61/2 C 4x16 O OF 4x 16 ACE OF TYP. i `' _ i FOR SLOPE `� ; QD � " -j " `�3TYP, J GS -10 - d -� ao 1 J LL, MEIZ O ----- - - ��CS-7 KO B _6 CC51/4-9 D MEZZ TO ROOF -- �0 - -- -- E 5 15 TS_7 CS_7 G/ BRACE T�'-6 �2 -- ---- 4 14 t 6 -0 C O SIM CS_7 CS- -- --- C 4x 16 a G'-0 1 I 0 CC5 /4-10 /2 SHEATHING - --- X ES-7 S-6 TYP.@SIM GL51/8 x251/2 1 I ECCS /4- I O /2Ln _ Doi ELEV. D0 I bOD d "' OVE 2x `r �L 6 /4 d x 1 S �' " D0 D0 S-61 TYP .Ie GL5 /8x25 V2 l �- DS_7 DO DO DO e �_ MST27 s �_ a- x T DECK r' � �- S-7 - z � --- DO x DO ES-9 TYP . N Gx6 EADER B 20'-O ® 20 -0 Q N -- 0 0 x n p N rn v 0 0 - SS-7 n Q x N N 0 0 0 0 •- n n n n x DO o N N -- x N o 0 0 0 �- c� c� n n x `r �1 N - o O x Q ~a N 0 0 - n c� x 0 1 - GS-6 xNIF I r GL5 /p80x 15 OVER ENTRY �` SEE CH DO DO Q� 1/2" C EXT 1 - �0 v I e �_ GL 5/8x15 6 0 N 1 1 Q 6'-0 GL 5/ x 5 x X FOR ELEV. _ DO PLYWD OVER /:===7T P.� G 51/8x15 Ln _j © DO DO DO DO xT G�DECK D0 DO -' - MEETING x Ln ROOM GS-9 US M5T27 N 4_L - -- - - ------ - DO X co_ D 6x6 hEADER OVER ENTRY DO o m N_z DO N x Q x w w DO _o DO DO 4�v N ji x N v DS-8 DO O Q c N �- N N N t �► o ao °p - N of N SEE CH � x x D0 o� �- 0~7 on on o� '- N z � I � GL 5 /8x 15 G'-0 B J N 51 8 x 15 � 6 -0 n ^' DO FOR ELEV . DO �n D- @ PS-7 MECH. `n D0 00 v o o t� Q i o o x p n o 0 0 0 p p Q Q G S-9 TY x v p on ! on x '`� N x x x v 8 MU _I cq iv r I 12'-0 DS-7 HD5 HD5 ES-7 e ROOF B p BRACKET Q � j YP j w D V0 DO DO DO DO S I M L51/ G s x 51/ C 1 1/ 2 s GL51/ x251/ Cl1/8 I s 2 �'���� D O I GL S I/8 x5 /2 C 1 /a GL 51/s x 1 5 /2 C 1 I/a o �"- CC51/4-101/2 3 N op\ 41 7 EQ.SP.H RI7.TYP. ? EQ.SP.HpRIZ.TYP. 7 EQ. SP. H RI.TYP, 7 EQ.SP,H RIZ.TYP. 3 o GL 51/8 x 15 6'-0 GL 51 8 x 15 G'-0 DO r r I x o xW _� N n DO � O X Q 3 � CC51/q.-12 N N N N O , p N o N °D 0 1'-4 D N D N n LU co > °° "� DO n-J. N -0. D O r x o O r o O x x o 0 0 0 x L 3 N -- x N O o x Q O N i o- MEETING �n C Q `n 0 \ID � ~ L J o ` v s� a p p Q v c� n n s� v U -6 7`YP � � US-6 0 0 0 o p n c� c� x Q v S-6 D o 0 n c� Q Ln v `� TRUSS O iROOM GS-9 MST27 DO `� AS_9 TYP.% TRUSS D w DO S-7 � TYP . @ LOWER `n DO u1 J DO 1 '_0 . L 10 4x75 � X G�j/ s S I M S-6 TYP SIM I ' 1 5 -0 00 _ v AS-9 - 8x _41 1 _ x - 1/8 TYPICAL GL 51/8 x9 ---- �- - - 1 \ ---- ROOF 00 AS_ 1 OHU416- ?"1�1 D0 DO _ DO o i Q U I _ 0 40 3 4x SLOPES Vl/ROOF _ 1 r DS-9 TYP. BRACE �z 3 _q I/2 O -dam' ,- I A 13 9 /2 ,_ z 21 0 p z A O_ o p n HD9 0 0 0 0 2� O Q p- I o 0 0 0 o S I M 0 n o 0 r� 0 ! C�lo O o O 0 n n c� 8'-1 1/ o 0 o c� p 0 0 X s� t� x � T_ DO DO DO HD D DO D0 21 -0 DO HP 35 n QI 1 x s� 5 � z o J 1 N B S_ 6 DET . C. N TYP. DO N ct� - - - -- -- '` ao DO Ln - - -' zn v DO CS -- - -- DN DN CS_8 HD5 4x-16 --- ---- � N DO Z MST60 4x 16 ----- - a CC51/4 9 DO NHU5.25/1�91/ x CC5 / 12 4x 16 - z 9 DO SECT . HS-6 N X N � 1 N 4x 4 x _ 1 W 162 T 0 4x 16 � N ', .- ! 4x Ln Ln GS 10 x 4x16 DN - x 4x16 T P. 11' ►fl x 4x 14 19'-101/2�HW48 v x 1 TS-7 C J T P@ TYP @ HU416 TYP . J 4x 16 @ 4 -0 MST3 4x 16 4 -0 R SECT . HS 6 ,n HW416 4xSLOPE I HW41 4 SECT . I �� p H S_G S-6 FRAMES TO 4x 1 1 - Ln S-7 C 4— 0 T USS I TRUSS UNO B 4x 16 5-10 4x 16 C S-10 HD7 x 6 S_7 HD9 'n 4x 4 4x 16�jmz J J C TYP. v0 W/ROOF S- S I M TYP. S I M. _.__ LEDGER PROVIDE -3 A� ao (n 0 _ TSZ2-- D TS22 DO 4x 16 '- 17'-0 ZO'-9 � 4x 14 e 6'-0 (?01-9 4x 16 e 6'-0 20 9Cot \ HPA28 3 1 _ HPA28 -__ -ON- SIDE OF 4x8 TYP. -- - D SLAB TO S M 0 © SLAB TO MEZZ MST60 N TS22 CC51/ -9 n N HHUS . 25/221/ 13'-61/ � C 4x16z N ~a N 4x14 e 6'-0 17'-0 1�i z 4x16 e 6'-0 1 '-0 z HHU5. 25/ 15 8'-65/s 8'-9 AHD 1 �- - / 8'-3/8 \ 18'-65/ ! 4x 16 6 W4 2 H 1 ao a� ROOF p ME�� TO ROOF X CS1 -8 r HC5-9/221/2 C o o-- HHU5.25/E2V2 �n .8/15 n ►n n 4x ! 6--e- _O OST BE -0 FRAMED TO 4x of =Q DO DO DO TYP /4 to ALONG x DO N N ��- 4x 16 s 6'-0 Uj X 4x 16 a 6'-0 x DO x A144-RS-1 DO F rn .- HW5.25/ 16 LEDGER PROVIDE N � r cn3 0 8 TS-7 TYP . e BRACE - n o 0 0 HU414 J' OE ND OF Ln x C S-7 � Ln ao `nZ A wLn MST37 sL J o � C S-7 �' °° ►n HU414 U n 0 goo o x L--1 S — 6 8 MU _� DO I x � •- I _� I DO FRAMES INTO 4x LEDGER. PROVIDE E-- 0 AB ON EA. 1 3 2- /4t AB ON BOTH SIDE OF 4x 1 2 YP � c9 ---- CM - N DO X C - S 6 ,n TYP. AO J 3 �, p __,}- DO pJ w0 M _ S 1 p X TYP . DO HD5 DIO N � HDS DO BS_8 1 _ CCS 8 TYP, DO HHU5.2 /191/ tn� CS-7 TYP. INTER OR WALLS MST60 DO CC51/ -8 HU416 TYP. 0 1 _ CCS 8 >_ Nn DO �� >.� co o do J 22'-8 j `� TYP . DO N J `� AS-8 DO 4x SIDE OF GL5/8x12 TYP. G S-6 o N I'D] o o o ~ Q O TYP. MST37 -1 4x DO DO DO n X VR7DO DO DO DO DO 1 MS-6 -C-C�1/ 13/ 7 TYP. r - -00 - ---- --- - - - HWS . 1 25/ 15TFX-D23° -- ---- - - Q 4x16 t,, 0 4x16 A 4x16 MST27 4x16 HU416 4x16 D0 *- DO HW4tX-U23° FRAMED ONTO 4x LEDGER. co - g _ Hp9 S 6 DO C S-7 TYP , ALONG C O DO � DO _ D 0 Gx6 EADER N DO _ N x 14:N 0 o- �n O DO J a- r co x \ - � DO x cv x DO r- N TYP. DO C r- S-6 TYt x S I M. ao -� r r- x 6 � r- 22 -8 -' TYP. PROVIDE 2 340 AB ON EA. SIDE OF 4x 16 TYP .j Sim CC51/ -9 �MEG7/221/ H S-6 S I MO OVER ENTRY � w DO ' D rn DO o z 1 ©X GL5 /8 x 15 Q 6 0 1 6'-0 �iLS /8 x 15 D SEE RCH FOR ELEV. �A i p Q� 0 D0 4x 14 6'-0 `n DO 4x HW416X-D23° -� HW41 X-D23° 0 C U 1 M -0 1 N J 0 B _ S 6 u (3) 2x6 G _ S 10 B MEG7 / 15 HS_6 CS-7 CS -7 CC51/4-8 M5T60 0 I HHUS . ES/ 19 / MST27 CC @ TOP BEAMp�_4x16 0 E _ -� S 7 `� ECC51/4_8 TYP I C L `� 4x 16 ''=0 POST BEA TYPICAL 4-4r_W-1@ 6'-0 GS-10 � S-6 �KONI OPP. � N MST37 Q 4x SLOPES O �4x 4xCONT _ _ �, CMU L I N TEL SHEAR WAL x CMU LINTEL BM. 1 1'-4 ` - 4x 16 14 e 6 -0 (2) MTTSB I 3/ (1) EA . S 1 DE 16 o 6x6 FADER C CD OVER ENTRY �EFI CK - -- - FOR LEV . DO _ C N S-7 x - _ 4x 16 @ 6 -0 B DO S-7 f,� E Ii _ _ _ A � 4x 16 6 -0 X 4x 16 6 -0 Q 16'-3 C00 _ _ Q ECC51/4-8 HU416 © 16'-3 _ 4x 16 @ 6 0 16'-3 MST21 a TOP BM HU416 LS-6 TYP . FS-6 1 FS-6 - W/ROOF -- - - o 1 '- _1 °p - v 0 i 6EAM 0 _ �.� MEGa/221/2 `Ln S-10 12'-71/4 4x 16 a� HD7 Q _ Ln Ln N 0 12'-71/4 4x16 16 �XP . © _ 12'-61/2 4 O 4x 16 1 2'-61/2 4x _ _ 4x_ 6 12'-61/2 -� TYP. _ MEG 5/ 191/ s I 416 RAMES I NTO 4x LEDGER \HW41Ex_Uz30 FRAMES INTO 4x LEDG R ----I' S-10 0 TYP . -- - --- ---- I � c9 1 0 - - - -- - - -- ,PROVIDE 2- 4�$-$Ri - f ,PROVIDE - ----2-3/ --- - - -- - -- - - - -- - --- - - - ------ - -- m 12'-61/ RIDGE MEG5/ 15 1 2'- 1/2 PET . 6S_g S-8 MEG7/221/2 E S-10 H 1'-0 TYP S-10 !SIDE OF 4x 16 SIDE OF 4x 16 TYP. RIDG o �A ES-10 S I M ' OPP ES-6 1'-4 TYP 1'-4 TYP �,� 6' -3 *420' -5 E S-6 26' -4 16' -0'� 17' -8 . 21 ' -2 21 ' -2 18' -10 15' -8 15' -0 1 11 -73/4 9' -65/8 51 -53/gi 10' -0' S1' -53/8 9' -65/8 1 1 ' -93/4 3' -i2 i/4 15' -0 16' -0 O 3 41/4 _ --- - -- -�_ _ ---- -— SS G FS_8 FS_8 S-8 � R I DGE.., G' r S-8 �gC D� E F G H I J L M N 0 F Q R nS T(U-)A �V,. `�.... GENERAL SYMBOLS MST60 XXX,XX T/PLYWD,T/CONC.SPOT EL. C 1 1/2 XX.XX T/MEMBER EL. 02 HOLDDOWN-SEE SCHED.DWG.S-1 AB SHEAR WALL SHEATHING/NAILING-SEE DETAIL,DWG,5-1 03 FOOTING TYPE -SEE DWG,S-1 FOR SIZE 4 REINFORCEMENT �A STUD WALL TYPE -SEE 5CHED,DWG.5-1 OS CMU PILASTER TYPE -SEE SCHED,DWG.5-1 HARDWARE -SEE MANUFACTURER CATALOG CAMBER MEMBER (I.E., GL, 2x10, ETC.) STUD WALL CMU WALL BUNDLED STUDS, GL COL, WOOD POST 0 CMU SHEAR WALL -SEE SCHEDULE ON DWG, S-1 PER REINFORCEMENT T/SLAB ELEVATION CHANGE z NOTES; 1. SEE DWG.5-1 FOR SCHEDULES. E. ALL COLUMN CAP CONNECTION BOLTS TO RUN PARALLEL TO ARCH./SHEAR WALLS, SEE ARCH.DWG.FOR WALL ORIENTATIONS. 3. "MST/HPA" STRAPS LOCATED ON TOP OF MEMBERS UNO. " HD" LOCATED ON SIDES OF BMS.UNO. 4. ALL ECC COLUMN CAPS TO BE ROTATED 900 TO HAVE BOLTS PARALLEL TO ARCH/SHEAR WALLS. 5, PROVIDE SOLID BLOCKING t NAILING PER SCHEDULE AROUND ALL PLYWOOD SHEAR WALL OPENINGS, r1 Approval ARAI/JACKSON ARCHITECTS & PLANNERS Approvelby Date / 1535 Ilth Avenue, Suite 300, Seattle, Washington 98122, Phone: (2061 323-8800 Registered ROOF FRAMING PLAN it'� 1 Is 14 - / St t ton 1/8" =1'-0 Drawn by Date Revisions No Description Date C,�rJSTRuGTIvN o-la-E1 'Renton Community Recreation Center City of Renton oorre 'Wo erlpmws a.ettl. rw,inpt" U 43/4 t�rzl c K I)�4 - G A1clIl VS DTI ! =llli 4 V-7 t5711D N�LL� E�XTE-,iZ-1O'' I�4.LL. Ir-OU71 t-I0 ��G71oN A�-2 i I■�ill�l� I �jEE SGF{ED�L� �:p It PIl,A6i �I2 ONFOIZGEf'IENr 4 !%�3� GH�MFEIZ (Tye,) 3 q EF #4@ 12 EF T/Fri EL — I'—Q 0 �X?�f2io� Gol.�r'IN FodTINCa e� CMU /2 xco >TJC:) l- � � D12 1 D GMI� - T GMU IA le) � 5,� L L. G 1�1 iJ a�q co rl T TYP T/FIN I F L!Z GYM I'SA,61 J H T/ F-I H F LIZ �I 1- III-I -111 . 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SUBGRADE AT EXT.OR INT.WALL CONTROL JOINT AT STRUCT.SLAB TYPICAL SLAB ON GRAPE KEYED CONTROL JOINT OR CONSTRUCTION JOINT /Zd-0 06 ED.G H WAY MaX PAINT W/CURING COMPOUND AS BOND BREAK BEFORE ADJACENT SLAB 15 PLACED --� r ° C 0 0 • °, 0 , ° 0 0 IV:3H kpff consulting engineers seame washington �GM�1/2xC,�p 67J C7) P t2IG VIE � 4 Go NT T/6 LA F -44 • * � T FTC ! 4 O-Co 1 ITT f 10 Iz. �I lEAZ WALL F0071 NCB /4'I - i'-o T/FTCA F-07r-I PLAN ON 5-2 ,I )dLE Off 5-1 F012- 1NG�12�INFaIZ�- METAL OR PREMOLDED JOINT STRIP PLACED FLUSH WITH SURFACE WHEN SLAB IS POURED d SAWCUT CONTROL JT. TO BE FILLED W/MASTIC a ° t/10(3/4 MIN.) 0 — O ° ° o ° 0 00 o -ILA, �121C VE;--I E � NT, o-a 2 4 t � T/ �oorl NCB �E;E Fv►JNO,� �oaTli�l C,� T` Sx7Ei21012 Grld �.IALL, r--OOTI N ISOLATION J W/PREMOLDED JOINT FILLE FILL W/CONC SETTLEMENT HAS OCCURRE 0� SLAB -v'Ic E,(AGT I.o �.TI�N PIER L JOINT P. DET' S. SLAB ON GRADE CONTROL TYPICAL ISOLATION NP CONSTRUCTION JOINTS JOINT DETAIL @ COLUMN Approval Revisions ATARAI/JACKSON ARCHITECTS & PLANNERS Approved by Date No. Description Date 1535 llth Avenue. Suite 300. Seattle, Washington 98122, Phone:(206) 323.8800 coNSiRucriorJ o �� FOUNDATION SECTIONS Registered _.._ & DETAILS Drawn by Date S�GT 10 N �- s•2 i @ STUD WALL, IvYZG� GMU w,4.L.L I,6KoU r t L cal-D i, I _ i- - - - - - - - - L,�12G►�Ir >z 1:12�; LL TY� SEGTiDN � �-Z NFE MG'd 88 7//��L-AE5 o O i I� II �- II v PLA,,I 4 �5-Z - 15CHEOULE �5-1 I FOK r=T6. 516E Renton Community Recreation Center City of Renton �--wM,,Scriau5 16 WALIEFLI VEP•nekth MIAI. r 11- Vf GAUGE M RE 09 f:744 -1 1 11 EQUM HOKIE, JOINT KE I N r, @ ANCHOR TI S5 q 1 W Il.tr,�U I.D.TII�� lZ� G7. Z_ 61.<o CON T. N1 2 UP 2#5 GONT. 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Suite 300, Seattle, Washington 98122, Phone:(206) 323 8800 I C�NSfIZ�cTIoN ect :RACQUETBALL AND Registered ENTRY TRUSS SECTIONS St to t ton Drawn by Date l I I L... 3 G tI - S x NOTE c q 14 NvT 51-IO W N — FOK CLA KIT'f Renton Community Recreation Center Elm Epp �� Ci ty of Renton 0 TH F�U �oi,TS �8 �I�Ir�lED I" GIKoUT MIN, CZ) 44 DETAIL 4 It, 3/ x 4 X 4- TYPP EA, 510E OF MEI�TII�6 DOOM TI-"iUt5t� FP_ 3/8" 507 �-I 5►DES G L , 5 '/6 '` 2 21/2 -7/e'0 &0LT2- T `f'P. 7/8 4 8CL71S III �GL 51/8 4 q TYP, 5RACF- C (DETAILER CHECK FOR BOLT INI57AL.LA710j4 CLEARAI,lCE ) ID-ET`AIL _5 I„ _I, _ ^t1 34 PLY W O OVER 2,,G T� G DECK 3/2 411 3 II T/BR IC K AID I EL, 17-S NOTE' SEE SEGT G,sA \ FO1Z l N F0, N0T c L-I^1AILI BOT T#ZQ,5S EL,I5'-8 AP EL, 151-4 Y2" F-r- w11 (--a 'Out AFTE.K V E PST. > 1 ALIGNMMNT WE li V LSn3�s SH0\VN (TYP. ) 3/g�� EA, GUIDE Vv/ 8 ,O TH 12U I0 LTS TYP, � 3 V ' 3�! G L. G /4 � 12 Ii,L, (p -x 12 If �J { 1/2 IO11� s I fp. 3/811 7/81'0TYP. 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TYP M EGH , A771 O FLOO K 1�N�TiZAT1 v N c ETAI L I z-3 I/8 0 , I l- p LAP SPLICE & DEVELOPMENT LENGTH SCHEDULE _ BAR SIZE VERL & BOTTOM BARS TOP BARS* Ld La Lb Lc Ldt Lat Lbt Lct 3 12 18 18 18 -1.3 18 18 21 4 12 18 = 18 20 17 18 22. 29 5 15 18 20 . 26 21 21 27 36 6 ..19 19 25 33 27 27 35 46 7 26 26 34 4.5 37 37 48 63 CL 8 35 35 45 59 49 49 63 - 82 9 44 44 57 75 61 61 80 104 10 56 56 72 95 78 78 101 132 II 68 68 89 116 96 96 1 124 163 L TYP � �1�IG�5 GoN'r P1.YvI/oiaD 0Vf- �r _ - � AI,oNb ENTIRE F�1'2)e xd'-g % , I.ENC�TI� of WAIL W/ I,,EQ D 122 C'H U ; _- - --------- - f J.- ----- _ 1. (' '' C� `' SPI, IG& i`l LASTEIZ O SEE SHED, ON S- I '/4 G HAM P E IZ T -1� P. FOR ICEII�IF. 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ICI LA5TE R5 1=LK • EL,O'-O -TJG KAD E e IM EL,� I MAIN PEKI M ETE K VVALL FTG S , ACTION i�=.z Renton Community Recreation Center City of Renton ,