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10350 SW GREENBURG ROAD-9 a c a EX S�`iNG REr-74�RANT CGuILDINC� • o l + y *CAD Y` a a cz w I IL ///^\!1 u '^ _ I - �c Ns Lj < I., U I O v - - Rio 11 I,II 1 � z e = • lllllllll 1, 111 `D nam ume" uh=A-°wa FIVE JhC" 1 EiH • I I 1 1 EE JE III VIII Illli III � — • _ TRASH EN:. CSuRE `• _ _ eEl \ 1. a X A 49 a _ r f EXISTING MASTER SITE DIAD AM ' 2 - -C 56" SGPT. ADDITICN A? EX;STING' WROUGHT IRON \` LCEE7 ADDITION 509 504FT. CONCRETE C� V lFATIO LAN C-':(--A=E/ �� / ( fW 1 b `` �` Ei / / Ll N COLN - % Vo �' \—EX'STING (".--NC. WALK / PLAZA ry,® cc I /; I LLANDSCAFE z l b" CCNC CUW CONCRETE STEPS sew U i Ln en J # ° - - -- / -� D / . �I ° v / N I a I SITE PLAN o Z Lu m MEDIU" BRCCP"FINISu 6` + m TCCLEC EZ7GE5 }�cE"h!CLDc=� c0 JOINT FILLEQ "IN SLOPE 1/4" MIER FT.I I -I" RADIUS 1 2g "'+AX!MUM I� I A.C. 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" . � F REF LINE F'RErP' LINE e I I RY T -E OFFICE ' ANICAL COOLER eA — I ALL Comic LINEEM - I — r 3 WALK-IN WALK IN WALK-N g:,-__�+. f{ •9' m• — I r! A�3 COMER FREEZ 1 BEER .MER --- - , CONCE ED CEILING ® + ,o AC:CES FROM KITCHENCEILING - I _ Z I ' ' I u I i v�RvfCE &C1ILLERI' ' ® - - EMFLOYEE —C +� 1• 11''• 11 LNISEX1�. '14 14 14' l!i;a Ig I -- (e 4 K?1 8 I a fV L FIX" 10 41 -17 _-- IW. . D 2k� PINE' AXIS i' \ 6' i '6' \ e i \ I / E30 5 ?4"G'r.C. DIN . 6 I� SKY GNT !EJ SICc LIGHT l 5KYk3GNT (E) 5K, LIG T lEJ ® ® ®. PARTIAL WooD ® h W I TRU58. SKYLIGNT'!EJ AW 5 -l• ') P1 Via+ �,� °' 1 rf Q:. Q' '21' UJOOD TRU55 _ 8' '8' '8' 18 8' - .4 / _ INS 11 14• 14' I b'x 2•M.-r'. �1�� a 10" i } DINING 21' H+1 I - r i 1000D TRUSS - -_-- ---ate- ° . '4. I X1�'r w - - ---- - ----- DINfNCs- I ,X, 4' a ALL GREASE DUCTG - I DNiNG . ---- -- -® ---- - A130vE HOOD U1RAf f'ED• 24X30.ATTIC ACCE55 lU!TN UL LIa� D 1-1 bUUR ,O Jill G Jet - -- ®. . . ° SLOPE UJOOD TRUSS 8 1 UP TOcc Z A . '. . . (. 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( ): 165 Setni-recessed 1/2 orifice. Job Address; G.d.a(41,1 yF4L_� Oate L1-dam- — ti�/`�ATT FIRE PROTECTION INC_ r. 1 .4�, INSTALLATION AND MAINTENANCE 4). hangers: , � 9095 S.W. gURNHAM t.a TIGARD, OREGON 97223 3/8" A.'r.R. and pipe rings to structure with { 'h.s TOTAL SPRINKLERS DATE GreenburoRd.10350 THIS SHEET , -7 _ • 03 BLIP2003-00209.F3 U P2003.00424, / 3 o SCALE CONTRACT REVISIONS--LOCATE BY GRID COORDINATES HANGER LEGEND -__- DEVICES- STANDARD SYMUOLS _ _- STANDARD SYMBO!.; SPRINKLER HEAD SY&Mt 0l')) REVISIONS--LOCATE BY GRID COORDINALES -- APPHyS A INSMtK)N PHONE CONTRACT_VATH _-- -- _ - --- -----'- -- -- --- - - R NOOKS LENGTH AS DESIGNATED SPRINKLERS____, Pef3REE I QTY. - POST INDICATOR VALVE �j - ALARM CHKK - ---._--_-.-_ _- -_..- -- _ rfY VAI v' RISER w/ALARM VALVE $ PENDENT ON 1/2" OUTLET __-- -------_-- ------_- __ 2 ------ -- -- AODREs - ---- NGINEE --- - 3 - FIG. I lA CEILING FLG.,ROD & RING I r �r lF ' �(�G /SS Z l - (-RY --`---' A - FIG. 153 CEILING FIG.,ROD b RING '-�'p — -O• -------J --- - -- - -_-,.-- # (�/ i �7A•+�.1•l� IJ�."T or), Zb ,�, _ Flk, tfYDkANT 0 - RISER w/DRY VALVE - UPRIGHT ON 1" STUBB•UP -_ _ ------- _ �__ __--------_-- __- _ - -- 7 _- COACH SCREW. ROD 1' RING --- ' - ____- ------ -------.__-- ------------ --- # R - CONC. INSERT, ROD 6 RING - l SL SVIQ r V I�j' --Z y - FIRE DEPT. CONNECTION OCl - RISER w/ELEC. FLOW SWITCH O PENDENT ON 1" DROP .... - - PHONE `- - Ju , I - -•- ----__----- --------- - # 9 - EXPANSION CASE, ROD 6 RING �J ._ RISER w/l>F1UGf VALVE $ - FLUSH SPR ON 1" DROP __----- --_----_-____-_---. --_ WATER DEPT. ARCHITT:CT -------- � -- V9 - O.S. L Y GATE VALVE - DRY PENDENT ON I" DROP --- - -- --- -- - '-- --- - f G``/ --------_ - --- # 10 - EYE ROD 6 RING - SWING CHECK VALVE Affk- - WATER MOTOR DE31 s, AW4116; ADORESS 103 S �' I 1 - -C-CIAMP, ROD i RING -- - -` - SIUEVNAII. ')N 1/2" OUTLET aTy --- --------------- ----- - --- # ELffTRIC DAL -- - ---- -- - _ CITY^_ - - -- -- - 1 (.)�1 fill )k` # 12 - "J"ROD ANGLE CLIP, ROD 1' RING - -- -- - 1�•t - NEW UNf?EitC-ROVNU ,� - � � - T UP d 1.f` hl SAME I.CX'ATION - `---__-- ---_-- _---- --_-.__- -- ----- - # la - ANGLE IRON CLIP, ROD & RI'IG I P ! Q� M ,:.EJ(15i UNUEy►r_�ROVNC -- - -d!,a rl JSH FIRE DWT. CUNN. M E OFFICE COPY NOTICE: IF THE PRIN r OR TYPE ON ANY Ilrlll III III III III III 1 I III III II 1 I III III TIT r(7 rl'I III 111 '1 t 1�1 III III III -II} 111 III !'1 III III III III III III IIII 1 111 III IJI I I III T IIT111 Ill III IIII 1 d`1 ��4 IMAGE IS NOT AS CLEAR AS THIS NOTICE, !! !1�� _! 1 � !! � �41_!_ - !_61 ! � � gl !_ � � VI !_14bLi I X11 2 maw 11 IS DUE TO THE QUALITY OF THE � No"a ORIGINAL DOCUMENT "im1iiii L3111111111 L8tUlOIT -�8 i B(IIIII IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIIIII(IlllUi!llll Illl�llli IIII IIII IIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIII!II ILII III�III IIII IIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1Illl11111�11�II1lU�ll 1� llll Jl(�JI1111i111 ! 'h1 �q 'C ,4 �4 y 134'-1° ----- ---- ------- ---- -- - - - - - - • ... Z' 1011 _ - f- I I I i • • • i • ir• I r • •i• ••• i i i i i•• 1 I � 1/1 I I U I I I W _ - ----- - - -- _ -- _ -- - -- - ---- U •I i I I - I \ 0 II ' -- REMOVE EXISTING m I — CONCRETE FLOOR SLAB AT KITCHEN-THIS / 1 1. - 1\ AREA --- I I 1 I r- ` - - --- - 4-'----li - - - - -- --- - - - —.-_ - - - - _ I I I T { I I 1 - • I U ' III II .� • I I - ---- -- - I 1 - it \♦ SEE KITCHEN 1 (REMOVE EXISTING CONCRE rE-- II 1 EQJIPMENT FOR NEW SLAB AND STUCCO _i_w� rF��__yI _ - �I FLOOR DRAIN COLUMN-BEAM ENCLOSURE AND 1 II I, 1 I LOCATIONS - FIELD PATCH AT EXTERIOR FACE OF „ I I i I I I VERIFY EXISTING I WALL \\ U T I I I 1 I KITCHEN CONDITIONS II II II _U 1I �� V 1 I TJ Lj, rL II1I 11 o i� EL:V: 1925 I 1 ELEV: 1925 I ♦ ♦ ., _ - - -- - -- -- - II I I I I I I I ----- - ---- - - - - - - - --.- -- , - - - —^ N -_7 CC >•�'L // �///�� �/ /� � �/ ,/� I yi EXISTING BACK BAR TO BE t r'/// REMOVE EXISTING WINDOW AND .. I REMOVED / ., 11,10,., ., /, ., /, .../...,../,,/////r///tr/r// REINSTALL AT SOUTH END OF ' r +. DINING NOZ I I EXISTING ///r/. /,///////•i// ' � TREE TO /, /, ./././//..... J rv<,// //r/////////////i// / L__ / I � REMAIN / I - REMOVE ----- --- �,♦" - s O lo 4, / i II ' 1 L./J L L./J t/J!L/_/!L/J//,-/t•cam//o - '- - ' ' ` MA6GiyRY 1 I 1 ELEV: 1935 /I- r r � ` I 1 1 '� � II LEDGE FOR .a V INSTALLED WINDOWS `I it STAIR ��F--#FUTURE STAIR DOWN TO DINING ' REMOVE SUSPENDED GYPSUM - "r 4'r �9 A�1 BOARD CEILING AT SHADED AREA ' r = , W u ' DN FROM NORTH END OF 1 1 r 1 I r 4" � , 1� tz, �t it \ \• ,'r �'� I I / TO AREA POSE VAULTED CEILING � i`` ,�:Kc DINING NO. Z \ I 1 1 ELEV: 1935 ,' REMOVE EXISTING FOUNTAIN •` 1 REMOVE EXISTING . L I MOVE EXISTING STEPS 1 CONCRETE SLAB R RE I I ;,, ••. , n FUTURE SLAB AT TCHEN ELEV: 1925 , 1 SLAB ELEVATION AND / REMC1/E EXISTING WINDOW REINSTALL A7 SOUTH END OF n . . DINING NGS ELEV: Vol --------- - -- - I - IE 01:i 09 0 lot I DN ' -- - -- - - ELEV: 192.5 ' I -JI I 1 I I I 1 I I r-1af - - - - -' - ------- - -- - - --- F I � .�i RAISED CONCRETE PLATFORM TO CO�\ -�f i / BE REMOVEDGVED WF _ ----------------FR- WITH II I LOW WOOD FRAMED WALL I , -- ____= u I 1 BRICK CAP TO BE REMOVED ' - I I I I III 111 � I 11 I — 1I 1 if 1---' 1 I 1 ELEV: 193.51 - --- � � 01 Rr I 1 ELEV: 1925 1 --- a-_ -- _--�- -- — CITY OF TIQARDio - - REMOVE EXISTING TREES ��. r , I I I _;"--_----•-- CGIQCRETE 61EP8 TO BE REMOVED � APPrO„ad...... ................... n ` , a CERAMIC TILE CER aMIG TILE FLOOR AND rnditlonplly P IVLa y 1 \ REMOVE SUSPENDED GYPSLIM ---- - t nr only the r FLOOR AND ? lUt.1 L8 'CO BE MOVED - �' I PENMI t NO. 1 I I BOARD CEILING AT SHADED AREA 1 1 - y E -_- t'1i=11 AND WOMANS S VAULTED CEILING �� WALLS 7G @ See l eve. to Fo1w�w -TO EXPO E 1 1 1 REMOVED - C� RE'rTROOM -7 I n ���•! �:_ __ AREA I 1 1 `" - MEN AND IJ / �^ I _/ I u I jobAl - WOMANS 1 ((� RESTROOM-T ELEV: 1925 1 u 1 I I n I I 11 I I I 1 II -REMO'✓E STUCCO COLUMN-BEAM I I I n I ENCLOSURE AND PATCH AT I 1 rl EXTERJOR FACE OF WALL I I 1 u Gree0209.Rd.1003- 1 _LL_— I I ___ ____________ __ __ I_ _ BUP2003-00209,BUP2003.00424. 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NOTICE: IFI HE PRINT OR TYPE ON ANY I�1 IIf 111 111 III III III'( 11111 111 111 I IIIItfIII 111(111 III 111 111 1 1 111 III f11 IIIIIII III 111 I�I III III III I I III III III I VIII III III I I III f�) III III III 1111111 I �'1UUL� IMAGE IS NGT AS CLEAR AS THIS NOTICE, l _-I I I I _ I "l I I I� I I . I I I I L�l__L. I 161 -I— —!1 I-- I � I_ I �1 I _ I I I I "'J y 1 ITIS DUE TO THE 01.)AL1TY OF THE _ 7 _ _ No 34 &=XJr" OF21l;INAI. DOCUMENT [�o�f. 81Z e�G LG 9�G Z f1m1111211111111 G II IZZ 81 R�T LZ 91T I Qi 6t St 7.t tt i 8 I �I9 �SGTuuIIIIIII IIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIII Ililllllllulllllllllllllllllllll lll�lllllllll (III IIIII�IIII�IIII VI II (III II!I�IIIIIIIII�IIII IIII�II11 (III (III IIIIII!IIIIIII�IW Ulllll1 Illl�llll WlllllllllllllllllJll� ullIIN11 £' II R' t Vt� a; stet NN GENERAL STRUCTURAL REQUIREMENTS DESIGN REQUIREMENTS f- SUBMITTALS: Conform „ .ACI 301 Sec. 3.1.1 "Submittals; data and drawings Submit placing Glued Luminated Timber: Conform to AITC 117 Standard Specifications for Structural Glue-larnincited drawings showing fabrication dimensions and ocations for placement of reinforcement and Timber of Softwood Species, Manufacturing and Design" and ANSI/AITC A190.1 "Structural Glued w GOVERNING CODE: the "Uniform Building Code", 1997 Edition, as adopted and modified by the City of Tigard, shall DESIGN LIVE LOADS: reinforcement supports. Laminated Timber". Camber all glulam booms t0 2000' radius, unless shown otherwise on the plans. �' o govern design and construction. n Roof (snow) 25 PSF (1) MATERIALS: ♦ o REFERENCE STANDARDS: Reference to ASTM and other standards incorporate these standards into the contract as Member Use/Sizes -species Comb. Symb01 Use though included ;n their entirety. Reference to o specific section fires not relieve the contractor from compliance with tA in (1) Desic�-led for drifting snow in accordance with UBC Appendix Chapter 16, Division 1. Bearn- All DF/DF 24F - V4 Simple Spens 4- the entire standard. The latest edition of the standard snoll be used unless o specific date is indicated. Reinforcing Bars ASTM A615, Grade 60, deformed bars. N Smooth Welded Wire Fabric ,ASTM A185 All DF/DF 24F - V8 Cont. Spans ^! WIND DESIGN: Basic Wind Speed = 80 MPH, Exposure B, I = 1.0. Columns All DF L2 Post-Truss Member 'e DEFiNIT10NS- The following defir.itions cover the meanings of certain terms used in these notes: Deformed Welded Wire Fabric ASTM A497 �+ �+ "Architect / Engineer" - The; Architect and the Engineer-of-Record. SEISMIC DESIGN: Seismic Zone 3, Soil Type Sol, I = 1.0, R = 5.5. Bar Supports CRSI MSP-1, Chapter 3 "Bar Supports". Wood Structural Panels PI wood Sheothin Wood structural panels include: all veneer plywood, g g Tie Wire 16.5 gage or heavier, block annealed. ( Y / 9) P P Y DEFLECTIONS: Total Load Deflection Limit L/240 Fibrous Reinforcement Fiberrnesh or Approved Fquivalent oriented strand boord, woferboard, particleboard, and composites of veneer and wood based material. "Prepared by a Speciolty Structural Engineer" - Prepared by or under the direct supervision of a Specialty Structural Live Lead Deflection limit L/360 Conform to UBC Standard 23-2 "Construction and Industrial Plywood" based on Product Standard PS = Engineer (SSE) with o structural license issued by the State of Oregon. Submittals shall be stamped and signed by the "Conform to ACI 301, Sec 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing 1-83 of the U.S. Dept. of Commerce, and UBC Standard 23-3 "Performance Standard for Wood-9ased ccr SOILS AND FOUNDATIONS 19 Manual". Structural-Use Panels" based on Product Standard PS 2--92 of the U.S. Dept. of Commerce and the submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. American Plywood Association (APA), REFERENCE STANDARDS: Conform to UBC Chapter 18 "Foundations & Retaining Walls." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Sec. NOTE PRIORITIES: Notes on the inuividual drawings govern over notes on this sheet. 3.2.2,2. "Welcling" and provide ASTM A706, grade 60 reinforcement. Minimum APA Rating SOILS INSPECTION: The Soils Engineer shall inspect all prepared soil bearing surfaces prior to Location _ Thickness Span Rating Panel Grade_ Exposure SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes and the placement of concrete and reinforcing steel and verify that soils are adequate to support the "Allowable Foundation PLACING: Conform to ACI 301, Sec. 3.3.2 "Placement". Placing tolerances Shall conform to Ser:. Roof 15/32 32/16 C-D 1 uciural drawings. Pressure" shown below 3.3.2.1 "Tolerances." Wells 15/32" 32/16 C-D 1 :'RUC IURAL DETAILS: The structuroi drawings are intended to sho,a the general character and extent of the project. DESIGN SOIL VALUES: Unless noted otherwise on drawings, install panels with Ion dimension across supports and with panel - E !'hey are not intended to show all details of the war.<. Details noted "typical" apply to similar work throughout the CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3 9 P 9 PP P I V ;`" " ° project unless noted separately. continuous over two or more spans, End joints shall occur over supports. Timber Connectors: Shall _-e d <g Allowable Foundation Pressure (Assumed) 1500 PSF be '"Strong Tie' b Sirroson Company as specified in their latest catalog and shall be called out b W � G0G Passive Lateral Pressure 200 PSF/FT Concrete cast against earth 3" 9 Y P Y P 9 y ARCHITECTURAL DRAWINGS: Refer to the architectural drawings for information including, but not limited, to: dimensions, � Concrete exposed to earth or weather 2" letter and number. Alt-3mote connectors by other manufacturers may be substituted provided they - a elevations, slopes, door and window openings, non-bearing walls, curtain walls, stairs, elevators, curbs, drains, Active Lateral Pressure (unrestrained) 35 PSF/FT P z � 3 c o „ have ICBO approval for equivalent or greater load capacities. Connectors shall be installed per the A t: depressions, railings, waterproofing, finishes and other nonstructural items. Active Lateral Pressure (restrained) 50 PSF/FT Bars in slabs and walls 3/4' o - Coefficient of Sliding Friction 0.35 monufacturer's instructiors. Where connector straps connect two members, place one-half rf the nails w "' Irl s STRUCTURAL RESfONSIBILIT!ES The structural engineer is responsible for the strength and stability of the primary or bolts in each memte,. Provide washers under the heods and nuts at all bolts and lag screws d - structure in its completed form. Assumed values shall be field verified b the Building Official rio- to placing concrete. SPLICES: Confer n to ACI 301, Sec. 3.3.2.7, Refer to 'Lap Splice Sche ale' for typical splices. .,piles bearing on wood. Unless noted otherwise, all nails shall be common. v� y g p P g shown on individual sheets control over the sched,ile. Use Class B splices unless noted. Mechanical CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job FOOTING DEPTH: Exterior perimeter footings shall bear not less than 18 inches below finish grade, or by the Connections may be ..sed Nhen approved ay tele Engineer. Wood Fasteners: Conform to UBC Sec. 2318 "Timber Connections and Fasteners". Unless noted related safety standards (i.e. OSHA). He is responsible for the strength and stability of the structure during geotechnical engineer and the building official. Interior footings shall bear not less than 12 inches below finish floor. otherwise all nails shall be common, Nail sizes specified on the drawings re FIELD BENDING: Uonf)rm to ACI 301 Sec. 3.:5.2,8. Feld Bending or Strai htenin Bar sizes 3 P gs a based on the following construction. He shat provide temporary shoring, bracing and other elements required to maintain stability until the g Straightening". # structure is complete. It is the contractor's responsibility to be familiar with the work required in the construction CAST-IN-PLACE CONCRETE through #5 may be field bent cold the first t me. Other bars require preheating. Do not twist bars. specifications: rilRp documents and the requirements for executing it properly The contractor shall at his discretion employ an Oregon �' �Q PROF' ! State registered structural engineer for design of temporary f�/ Size Length Diameter bracing and shoring. Submit construction sequence to REFERENCE STANDARDS: Conform to: TYPICAL CONCRETE REINFCRCEMENT: Unless noted on the plans, concrete walls shall have the following r N' Architect/Engineer `or rev'�w. minimurn reinforcement: 8d 2-1/2" 0.131" '��`' `£9 ��i; (1) ACI 301-96 "Standard Specifications for Structural Concrete'. 10d 3" 0.148" !`� I a-fu 3�x�u'" DISCREPANCIES: In case of discrepancies between the s ecificatiuns, reference standards and the governing code, the P P 9 9 (2) UBC Chapter 19. Wall Thickness Fidrizoiltal Bars Vertical Bars Location 12d 3-1/4" 0.14$" `- Architect/Fn�ineer will determine which shall govern. Discrepancies shall be brought to the attention ct the $rr #4 4 10" o.C, #5 © 15" o.c. ® CL of Wall 16d 3-1/2" 0.162" `oREOGrv�csr y 9 P 9 G Architect/Engineer before proceeding with the work. FIELD REFERENCE: Keep In contractors f eld office a copy of ACI Field Reference manual, SP-15, # # f,"y710 "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References". Alternate nails may be used subject to review and approval by the Structural Engineer. ii� se S` SITE VERIFICATION: The contractor shah verify all dimensions and conditions at the site. Conflicts ._. �. STRUCTURAL STEEL. Substitution of staples for the nailing of rated sheathing is subject to review by the structural xplwEs:oe!so/D� between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before CONCRETE MIXTURES: Conform to ACI 301 Sec. 4 "Concrete Mixtures , proceeding with the work. engineer prior to consruction. CONSTRUCTION LOADS Loads on the structure during construction shall not exceed the design loads as noted in MATERIALS: Conform to ACI 301 Sec. 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mixing REFERENCE STANDARDS: Cor form to: Bolts: Confirm to ASTM A307 and UBC Sec. 231$• DESIGN REQUIREMENTS below or the capacity of partially completed construction. water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Sec. 4.1.2. Submit mix designs for each mix ii the table (1) AISC "Manual of Steel Construrtion - Allowable Stress Design' Log Bolts/Bolts: Tie-Down Systerrs: As manufactured and installed by Simpson Anchor tie-Down System, Inc. or ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underyrccund utilities prior to excavation. below. (2) AISC "Cade of Standard Pract Le for Steel Buildings & Fridges". equivalent system. Any utility information shown on the drawings and details are approximate and not necessarily complete. (3) RCSC "Specification for Structural Joints l.siny ASTM A325 or A490 Bolts". TAIL F MIX ESi' R- IR M NT (4) AWS D1 1 "Strlicturol Welaing Code - Steel". The following materials ore based on lumber manufactured by TrusJoist McMillan Corporation and were ALTERNATES: Alternates for specified items may be submitted to the Arch iier_,/Engineer for review. Member Type/Location Strength Max Max Air y 1' used for the design as shown on the plans. Alternate manufacturers mo be used subject to review r, SUBMITTAL TTALS SUBMITTALS: Submit shoo drawinys in occo .dunce with AISC Specification Sec. M1 "Shop Drawings'. and approval by the Architect and Strue+,urol Engineer. Alternate joist hangers and other hardware Test Age Aggr. WjC Cont. r A may be substituted for the items shown provided the have I.C.B•O, approval for equivalent or greater (psi) (Days) (Inde) Ratio (%) Submit welders' c.rtificat�-s verifying qua. flection within past 12 months. Y P Y PP q SUBMITTALS: Submittals for shop drawings, mill tests, product date, etc. for items designed by the Engineer of Record load Capacities Z shall be made to the Architect/Engineer prior to construction. The contractor shall review the submittal before Foundations 3000 28 1 --- ---- MATERIALS: Conform i.e- forwarding to the Architect. j ibmittols shall be mode in time to provide a two-week review period for the Solid Web Wood Joists (SWWJ): Conform to NES Report No. NER-200 or the appropriate CCCMC report O Architect/Engineer. Submittals required for each section of these notes are specified in that section. Slabs-on-Grade & Sidewalks Bars & Plates ASTM A36 number, Products sha l be proven by testing and evaluation in accordance with ASTM D - 5055. Joists � V Exterior 3000 28 1 0.45 5 Structural Tubing ASTM %500, Grade B shall be designed by t`2 manufacturer for the spans and conditions shown on the plans. Joists shall HOP DRAWING REVIEW: Review by the Architect/Engineer is for general compliance with the design concept and the Interior 3000 28 1 0.50 ---- W contract documents, Markings nr comments shall not be construed as relieving the contractor from compliance with tfe Bolt- c ASTM A307 have wood Chords and solid wood webs. project plans and specifications, nor departures therefrom. The contractor remains responsible for details and accuracy; Mix Design Notes High-Strength Bolts ASTM A325rJ 5OL 'or confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of Anchor Bolts (Headed) ASTM A307 NAILING REQUIREMENTS: Provide minimum nailing in accordance with UBC Table 23-II-B-1 'Nailing C assembly, and for performing work in a secure manner. When shop drawings differ from or add to the requirements of (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials, Ratios Anchor Bolts (J-type) ASTM A36 Schedule except as nr,ted on the drawings. Nailing for roof/floor diaphragms/shear walls Shall be per I structural drawings, they shall be designed and stamped by c Specialty Structural Engineer (SSE). Refer to DESIGN not Shawn in the table above are controlled by strength requirements. Th-eaded Rods ASTM A36 drawings. Nails shall tie driven flush and Shall not fracture the Surface of sheathing. H) OTHERS below. Welding Electrodes E70XX (2) Cementitious Content.: Epoxy & Expansion Archors Simpson or equivalent STANDARD STUD CONS-RUCTION: Unless noted on the plans, construction shall conform to UBC Sec. JLSIGN BY OTHERS: a)The use of fly csh, other pozzolons, silica fume, or slog shall conform to ACI 301 Sec 4.2.2.8b. 2320 "Conventional Lig;lt-Frame Construction Provisions". b)For concrete used in elevated floors, portlond cement content shall conform to ACI 301 Sec 4.2.2.1. Acceptance of WELDING: Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use tributary dead and live loads plus wind and earthquake loads when applicable. Live, wind and earthquake loads ore LOADS: All pre-Engineered, prefabricated, manufactured, other products designed by others shall be designed for the lower cement content is contingent on providing supporting data to the Architect/Engineer for review and acceptance. E70 electrodes of type required for materials to be 'Melded. (1) Wail Framing: Unless noted otherwise all interior walls shall be 2x4 ® 16" O.C. All exterior walls shown below. Total design dead loads are shown below. Design shall conform to the specifications, reference standards (3) Air Content: Conform to ACI 301 Sec 4.2.2.4. Horizontal exterior surfaces in contact with the soil require I tight" shall be 2x6 (9 16" O.C. Provide two studs minimum at the end of all wells and at eoch side of all and governing code. BOLTING: ASTM A30, bolts sha be 'nstalled snug per AISC, Section RCS., 8(c). AS1M A325 openings. All exterior wall headers to be 6x8 UNO. All interior wall headers to be 4x8 UNO• Provide entrained air. Use "moderate exposure Vertical exterior surfaces require "moderate exposure'. Tolerance is 1 1/2 bolts shall conform to the RCSC Specification Section 8 d solid blocking, floors, to supports below, at all wood column locations. Attach the lower plates Roof Dead Load 20 PSF �. Air content shall he mecsured at point of placement. P- ( )• 9 PP Total Deflection Limit See DESIGN REQUIREMENTS of all stud walls to wood framing below with 16d at 12" O.C. or bolted t0 concrete with 5/8" Live Locd Deflection Limit See DESIGN REQUIREMENTS (4) Slump: Conform to ACI 301 Sec 4.2.2.2. Slump shall be determined at point of placement. HEADED SH_AR STUDS: All shear studs shall be 3/4 diameter unless noted otherwise. Nominal stud diameter 4307 anchor bolts x 7' embedment 0 48' O.C. (Epoxy or Expansion anchors are an lengths shall be as shown on drawing, Headed steel studs shall be welded in accordance with AWS D1.1 accepted alternate upon approval of the Structural Engineer.) Nail together individual members of built DEFERRED SUBMITTALS: Items designed by other shall include calculations, design drawings, (5) Chloride Content: Conform to ACI 301 Sec 4.2.2.6 and Table 4.2.2.6 Chapter 7 "Stud Welding", up posts with two rows of 16d ® 12" O.C. staggered. Refer to the plans and shearwoll schedule for Q product data and shop drawings. Design shall be prepared by c Specialty Structurol Engineer and required sheathing and nailing. When not otherwise noted, provide gypsum wallboard on interior r submitted to the Architect/Engineer for review. These elements include but are not limited to: FORMWORK: Conform to ACI 301 Sec. 2 "Formwork and Form Accessories". Removal of Forms shall conform to Sec. ANCHORS: [Expansion and epoxy anchors shall be Simpson or equivalent, Instr,.!I in accordonce with surfaces and ply Nadel sheathing on exterior surfaces. No'I to all studs, toplates, bottom plates and `7 2.3.2 except strength indicated in Sec. 2.3.2.5 shall be 0.75 fc. manufacturerE instructions. Embedment lengths shall be as shown on drawings, G P -' Cold Formed Steel Framing blocking with 5d cooler nails for 1/2' GWB and 6d cooler nails for �/8" GWB. For exterior gypsum � Solid Web Wood Joists MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec. 4.3. FABRICATION: Conform to AISC Specification Sec, M2 "Fabrication" and ASC Code Sec. 6 sheathing, use 11 gauge, 1- 3/4" long, 7/16" head, ga!vor;zed nails or equivalent screws. Wood Tie-Down Systems P HANDLING, PLACING, CONSTRUCTING AND CUR'NG: Conform to ACI 301 Sec. 5. "Fabrication and Delivery". Perform work on remises of a fabricator certified b the "AISC Quality r Y • P Y Y (2) Roof and Floor Framing: Provide double joists around all openings in roofs and floors. Unles- REVIEW: Review of the Specialty Structural Engineer's (SSE) design and shop drawings is for Certification Program". other.oise noted provide double joists under alt parallel bearing partitions. Provide solid blocking at w compliance with design criteria and compatibility with the design of the primary structure and does CONSTRUCTION JOINTS: Conform to ACI 301 Secs. 2.2.2.5, 5.1.2.3a, 5.2.2.1 and 5.3.2.6. Joints shall be located and riot relieve the SSE of responsibility for that design, detailed as on the construction drawings. Use of an acceptable adhesive, surface retarder, portlnnd cement grout or 6.F bearing points. Reier to plans and details for attachr;ient of joists and rafters to flush headers and \ roughening the surface is not required unless specifically noted on the drawings. SHOP coatPAINsystem Conform to AISC Specification onsSec. M2 and AISC Coda Sec. to unless a beams, Nail all multi-joists together with two rows of 16d 0 12"oc. staggered. ��1 -- multi-coat s�rstem is required per the specifications. Do not prime surfaces to be fireproofed, in LL535 AND INSPECTIONS EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and contact with concrete, or field welded. Steel work to be concealed by interior building finish or to be Unless noted otherwise, plywood roof and floor sheathingshall be laid up with face rain non-structurol embedded items before placing in concrete. Contractor shall refer to mechanical, electrical, plumbing, in contact with concrete does not require painting, All other steelwork shall be given one coat of shop g w i perpendicular to supports and glued/nailed with 8d and 10d nails respectively, at 6' O.C. to framed architectural drawings and coordinate for other embedded items. point unless a multi-coat system is specified, One coat shop primer is not intended as a , INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with UBC Sec. 108. The primer 1dr a multi-coat system. Refer to the project specifications for rimer end to coat panel edoes and 12 U.C. to intermediate frorning supports. Provide plywood edge clip centered contractor shall coordinate all required inspections with the Building Official, 1 P P p between f-aming at unblocked roof sheathing edges. All floor sheathing sl'all have tongue and GROUT: Consult Master Builders Construction and Service Division Product Information Catalog for re uiremen s. q t All steel shall be painted per project specifications unless noted otherwise on the description of grouts listed below. drawin or ;n the specifications. groove joints or be supported by solid blocking. Allow 1/8" spcc,ing at all panel edges unci ends of \ rt•;. SPECIAL INSPECTIONS: In addition to the inspections required by UBC Sec. 108, the owner will employ special inspectors 9r3 P in accordance with UBC Sec. 1701.5 to inspect the following structural work. roof and floor sheathing, At blocked roof and floor diaphragms, provide glued/nailinc, and blocking at (1) Anchor Bolts and Rebar Use Master Builders SET GROUT• all unframed cnel ed s. Refer to plains for the required glued/nailing and blocking at blocked 'oiler (2) Bearing Plates and Equipment. Use Master Builders MASIFRFLOW 928 Grout. ERECTION; Conform to AISC Specification Sec. M4 "Erection" and AISC Code Sec. 7 "Erection". Steel P 9= P q g / 9 9 �--P work shall be carried up true and plumb within the limits def;ned in AISC Code Sec. 7.11, diaphragms. During the taking of concrete test specimens. During the placing of reinforced concrete. GROUTED REBAR AND ANCHOR BOLTS: Core drill holes in existing concrete to depth noted on plans, Make holes 3/8 s g p to 1/2 inch greater than bolt or dowel diameter. Roughen sides of holes by percussive drilling methods. Holes shall be WOOD FRAMING MOISTURE CONTENT: Wood material used for this project shall have a maximum moisture content of51� Prior to and Burin placement of concrete around bolts.el: free of debris and surface residue before placing grout. 19%. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture ... During the welding of any member or connection except as noted in UBC Sec.1701.5.5. REFERENCE STANDARDS: Conform to: content required may t'e less than 19% if based on a particular clodding/insulation system. Refer to High--strength bolting oy UBC Chapter 22. JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit proauct data for review. the Architect's drawings and/i-r project specifications for more restrictive requirements. T' Soils & ,Foundations: During earthwork excavatio,, grading, pre--loading and filling operations to satisfy requirements of UBC Chapter 18 and SHRINKAGE: Concrete slabs will continue to shrink after initial placement of concrete, Contractor and subcontractor (1) UBC Chapter 23 "WOOD". Appendix Chapter 33. shall coordinate jointing and interior material finishes to provide adequate tolerance for expected structural frame (2) NDS - 1991 and NDS Supplement - 1991 "National Design Specification for Wood PRESERVATIVE TF EATMENT: Wood materials required to be treated wood" in accordance with UBC Sec. All prepared soil bearing surfaces shall be inspected prior to placing reinforcing steel. shrinkage and shall include, but not be limited to: curtain woll, dryvit, storefront, skylight and ceiling suppliers. ContactConstruction 2306. Decay and Termite Protection shall conform to the appropriate standards of the American r Wood: Engineer for expected range of shrinkage. Wood Preservers Association (AWPA) for sawn lumber and glued laminated timber. Follow American Diaphragms & Sheorwalls: anchor bolts, tie-downs, concrete or masonry ties to diaphragm, Lumber Standards, Committee (ALSC) quality assurance procedures. Products shall bear the appropriate drag strut connections, nailing size & spacing. TESTING AND ACCEPTANCE: SUBMITTALS Submit shop drawings to the Architect/Engineer for review. Shop drawings shall mark• w include member size, spacing, camber, material type, rade, shop cid field assembly detuils and Moisture content of wood studs, plates, beams and joists as required by the engineer and architect. YP 9 P Y � c ecicil Cases: Testing: Obtain samples and conduct tests in accordance with ACI 301 Sec. 1.6.4.2. Additional samples may be connections, types and location of bolts, welds and other fasteners. Supply shop drawings for the CD o Embed placement in r-oncrete. required to obtain concrete strengths at alternate intervals than shown below, A "test" for acceptance is the average following: _ _ During grouting of epoxy-grouted anchors and reinforcing bars. strength of the two cylinders tested at the specified test age. Glulams ( SPLCIAE. INSPECTION REQUIRED --I Z Steel fabrication if not performed b; "Approved Fabricators" as defined in UBC Sec. 1701.7. ° State of Ore on Structural Speciallty SpecialtyCode ry Mold and cure 3 cylinders for 28 day test age. Test one at 7 days and 2 at 28 days. DEFERRED SUBMITTALS: Submit product data and proof of ICBO approval for framing members and conurts?nd Reinforcing stoat + .0 INSPECTION SUBMITTALS: Submit copies of all inspection reports to the Architect/Engineer for fasts -ers that have been designed by others. Submit calculations prepared b a Professional Engineer N Acceptance: Strength is satisfactory if Y g ❑ Elates instailed In Concrete review, p g y in the state of Oregon for all members and connections designed by others, All necessary bridging, TRUCTURAL, OBSERVATION: Structural Observation shall be provided in Seismic Zone 3 when (1) The overt;u. of all sets of 3 consecutive tests equal or exceed the specified strength, blocking, blocking panels and web stiffeners shall be detailed and furnished by the manufacturer. C3 Spacial flomont•Resisting Concr*te Fra•ne required by the Building Official in accordance with UBC Sec. 1702. The owner shall employ the (2) No individual test falls below the specified strength by more than 500 psi. Permanent and temporary bridging shall be installed in conformance with the manufacturer's 13 Reinforcing Steal&Prestressing Steel Tendons engineer responsible for the structural design to perform the structural observation as defined in UBC Sec, 220. The specifications. Deflection limits shall he as rioted under DESIGN REQUIREMENTS section. Products Structural Welding contractor shall coordinate with the Architect/Engineer to schedule for structural CONCRETE REINFORCEMENT included are: observation. I Solid web wood joists (SWWJ) II 3hStrorlgth 13Citing REFERENCE STANDARDS: Conform to: , C' :. iucturai Masonry PREFABRICATED CONSTRUCTION; A0 prefabricated construction shall conform to UBC Sec, 1704. IDENTIFICm p p Y ATION: All sawn lumber and re- anufactured wood products shall be identified b the(1) ACI 301-96 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement grid Reinforcement grade mark or a certificate of inspection issued by the certifying agency. 11 r•;alnforcod Gypsum Concrete Supports". 0 Innulating Concrete Fill Greenburq Rd 10350 (2) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete BUP20U3.00209,BUP2003-00424 MATERIALS: 0 Spray Appliod Firr,-Resistive Materials 5 or 9 Reinforcement". ( ) C1 Pilings, Drilled Piers and Caissons CITY OF TIGARD co 3 CRSI MSP-1 "Manual of Standard Practice". Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA. r ��o Refs14- ••"' 'PQ o (4) ANSI/AWS D1.4 "Structural Welding Code - Reinforcing Steel'. f.7 5hotcroto PA � Approved....... a 1. O (5) UBC Chapter 19, Concrete. f conditionally App fit 1 Member Use Size Species Grade �cial Grading ! xcavatlan and Filling roves (6) ACI 318-95 and ACI 318R-95. P Sp' 0 (L•ronlythew r 'light Framing 2x4 4x4 Doug-Fir Larch Standard PERMIT NC , ao �¢? CD N CJ Smoke-Control System& gERMItterto Fciluw Joists & Planks 2x6 - 2x12 Doug--Fir Larch No. 2 v A.tt ch. R� p a Other inspections LPoh• f�Nr=r�o 1�• — o S w lrB• p ` Beams & Stringers 4x8 - 6x12 Doug-Fir Larch No. 2 , � Job Aa (A a eate: .�:� � - Z .. ��Y nAW py.�'�fr°.t_ Posts & Timbers 5x5 - 8x8 Doug--Fir Larch No. 1 ""`' ~"-� - -- --- ---- ----- ✓ C r C O NOTIGE: IF THE PRINT OR TYPE ON ANY IIII 1 I i I I I I I I I I i I III III I II III III III I III III III III III III III I I i I I I III III I I! III III III I I lIMAGE IS NOT AS CI �I_I14I _ �• \� I__I II III I I I II I I LI I I IIII IIII I �1I I�I �I I I I�i i I I III III III�III�II.-I.L.—III\.I�l i I a� 0014 , 11 IS DUETO 1HE QUALITY OF"THE _ No.00 0���•• --�• -- ORIGINAL 70CUMENT f S 8Z 8L LL 9��Z ��L L S�, ��Z TffZ 0��7. 8��T 8T LI I gi 9T P STI IIIA IIII IIII IIII IIII IIII�III! IIII IIIIIIIII�IIIIIIII!�IIII IIII�IIiI IIII�IIIIIIIII�IIIIIIIII IIIIIIIII�IIIIIIIII�IIIITIIII�II.I llllillll.11ll�Illl llll�lllllllll�llillllll�llllII111�1!lllllll�llllllll!Illi Ill IIIIIIIILIII�III!lltllllll1111l1�11�ll11�ll�U�U1111111LU1�lIUTlllll i; t' Ar �; rrY' zt;a Y1. fl N + sn r oc • El0o w� C s a s e 134'-1" .3'-9" 39'-0" 22'-10" 30'-6" I 00 I ' 0 44 C z ' ---- - ------ ------- ------- - --- __--- - ------- - --- - -- -- ----------- -------------- — ------ ...- ------ -_ --------- ------------- _ ___---- ---- ------- -- -- --- --...._..-- --- y r" r zJ r-6 T RE-NAIL (E) 1/2" WALL SHEATHING SUCH THAT d - f THERE ARE 8d NAILS AT 3" OC AT PANEL ' EDGES & 12" OC AT FIELDS. CONTRACTOR SHALL USE/VERIFYT AT REQL-REMENTS FOR SHEARWALL TYPE 1 SPECIFIED IN J ; ; • I ; SHEARWALL SCHEDULE 8/S4.1 ARE MET--., --------------- 1 ----------•-------------, t i E~ ✓ X1EOf1 i i sOf�•M I ra Q j i __ -------------- Fxp _ I------.-.-------------•-------- ------------- �y�rypEg09/30/0�.. ..� , I 'Tr I -ADD TYPE Q SHEARWALL /I l� + ; REQUIREMENTS TO INSIDE I p ; + ; ' FACE OF WALL ' I I i -------...--------------------------- •-------------------9 1 ---__ ___------------J ; RE-NAIL (E) 1/2" WALL SHEATHING SUCH THAT _.:- �.) ADD TYPE A vs J SHEARWALL REQUIREMENTS ------------------------------------------------- -- THERE ARE Bd NAILS AT 3" OC AT PANEL I � I i EDGES & 12' OC AT FIELDS. CONTRACTOR , I SHALL USE/VERIFY THAT REQUIREMENTS FOR TO INSIDE FACE OF WALL SHEARWALL TYPE � SPECIFIED IN II ,I SHEARWALL SCHEDULE 8/S4.1 ARE MET __ —. j I I I I I II L__J L_____________________.. ------------------------------------------- I I � 1 v N I I I N Lu r----------- L------------------- -------------- ------� ---- ------- Ls1---------- ",�_: �s.,-C-:-. -- -_ -_I� d - - -1-rt--L--___ ---1-, i ' 1 1 I I 1 2/S4.1 TYP ; i ; L+�- _-- i i ADD TYPE A TO NSIDESHEARWALLFRE OF WALLS l I I ' I I �' � .♦ ��� ' I O O a V i l l ---------- -------- ------- \�--------- 1 II i ; I ; IM I Om I I II I I _ I 11 ---------- r- I i i i bFb \+� ��`°+�* �\ � ' \S�tk jos I II I 1 S4.1 7tipr I ,r ,a - t 11 1 ._ �-y,�: _•-s-a—mss,-- .. _.�-:<r-•-,:_�.�-.� - - - L1 Jill, 7 S4.1 I 1 1 Z RE-NAIL (E) 1/2" WALL SHEATHING SUCH THAT 4" CONCRETE SLAB ON THERE ARE 8d NAILS AT 3" OC AT PANEL ; GRADE W/ #3 AT 18" OC EA EDGES & 12" OC AT FIELDS. CONTRACTOR i WAY (FF ELEV PER ARCH) SHALL USE/VERIFY TAT REQUIREMENTS FOR SHEARWALL TYPE �SPECIFIED IN ii I I SHEARWALL SCHEDULE 8/S4,1 ARE MET i 4 __J I I I ;I I ; 1 1'-6"w x 12"DP CONT CONC l - - - - FrG Q CONT W/ 2 , --RE-NAIL (E) 1/2" WALT_ SHEATHING SUCH THAT THERE ARE Bd NAILS Al 3" OC AT PANEL I 11 1 is • �- EDGES & 12" OC AT FIELDS. CONTRACTORIlch I I; �® ' SHALL USE/VERIFY T AT REQUIREMENTS FOR — I SHEARWALL. TYPE �SPECIFIEC IN r-� SHEARWALL SCHEDULE 8/S4.1 ARE MET ; i I, I Z ..___ I I I r --- -1 I ; N ( I I + I ' I 11 ; Q O I , I 1 Z m x 12"DP m 118°W x 12"DP CONC 1 11 I t 1 l i CONC FOOTING W/ N5 i it 1 d (n L I , FOOTING W/ (2) #5 AT 12" OC EA WAY Ii I iro+�°/ % i � A A l + ^A\ __--______-__----_-__-_--_-____.___� I _---___-_-.______________________________J r0 — 1 _ ___J ---__-_�_ ----J USE (2) #4 x .30" EPDXY DOWELS AT NEW GrGeeof R9. 10350 I I I BUP2003.00209.BUP2003.00424, �� a+ Ib ro p+ a+ FOOTING TO (E) FOUNDATION W/ 4 MIN EMBED IN (E) AND SIMPSON SET EPDXY TYP I FOUNDATION PLAN I O SCALE: 1/4,.-i, 0„ N a N I O o Z BILI wF11,11 NOR NOTICE. IF THE PRINT OR TYPE ON ANY r� I I rl ISI III 111 II 111 1 I III 111 111 I I ISI 1�1 111 17 T11 III III I I ISI III ISI 11711 111 IIt t f III "r11 T11 1 1 r1T TI1 111 I 1 r�l 111 111 I 1111 f11 IIT I I III 111 111 I I a�� ,�Ck�4 IMAGE IS NOT AS CLEAR AS THIS NOTICE, L__--_—��_`1-�__�_ 7�__ �l �-I �� �• ^- 17 IS DUE TO THE QUALITY OF THE l_ , I I_ I � __�, ! 1'I1 1I1I1111 II11 I I,' I1111�111I'1' No.B! •_:�.., ll ORIGINAL DOCUMENT (IIIIIIIII 91 Ills 1111111111111118 Lis IIII�IIIlllll111�IIIII�111 III11111(IIIIIIIL uu�11i1 II�II� ��III�11 II�II�11���IIII��1 iii�1 1u1�1111�iuluu�I��I�It II�I1���lllrllll�u��ll�< l�ll��lll u( W 1111WllWWI S S I�IN111 ll lli� M u O ♦ > n tPR -n • ono Z u I I I Z , , I _ _ J ----._._ ----- _ _ -- ---.._. -- --- --'7 "t !` _ -_ --._-.. --- - ------------ ---------------------- ------------•---- -----�-- --------.�=rte:,_._._._ I ..._._____.-- -----_.._.. r--- ;� _ - _ - •_ i j _mac-; _,,.__--•-----`"- I 1 I U. CJS ii E 2x10 E 2x10 AT 18' I A 24 (E) MECH UNIT (E) AC UNIT N CJ` `��, i t WT 13500. ��., ' 1 41-1 b I it SIMP ECC51/4 2-51/ M r MP HGLTS - -------------- __.__..__---'-----.---.a I ' (E) MECH UNIT (E) (2) 2x10 i i J GL 51/8x18 I I -- - -- WT=800#t _.____�-- i I _ t� tIOW i- i i----- _- — -- � --- - --- (E) (2) 2x10 (E) (2) 2x10 J Gb R�. ST yxafi i LJ (E�20 TJ — -- I I I I I I I I I (E) (2) 2x10 4 r-Y,PINr_ Z4,OCS_08/3U�d - AT 24"10C GL 51/845'/2--,, (E) SIMP CMST14� J tI (E) '/2" PLYWOOD ! E 2 10 i l ..j i i E 2%10 AT 18" ' v) SHEATHING AT 16 OC 1 1 -SIMP HGLT5 -' SIMP ECC5/4-5/2 IS I GL 51/8X18 7-a"'•:. .__ a h I i 0 n " II II III II II II II I II II II II L____-- l i I I I I I l -_-- --------- LAX 10 _--- o ' ' ! 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I V) ' 9- ....J N0 _i_' �` SIMP ECC51/4-51/2 \ w 8/S5.1 �/ �_.__ _-_. _- ^-J ,(2) 2x10 (E) (2) 2x10 (E) (2) 2x10 (E) (2) 2x10 (E) (2) 2x10 _` t 1 SIMP HU5.125/12 E I - GL 51/x101/ ABOVE O 1 GL 5/8x10/2 11/s5.1 a z ( ) N ^, I -- - ------ -- -------- --1 i -- — ' GL 51/8x30 (BELOW) a -- (E) SKYLIGHT x I U II I I L--------------- - ----'--- .._i- ------j- i -- - - - - ---- 04 ui !� O - --- J _ ------- _ ---- L_.1' i (E) (2) 2x10 N _ '--- - --------- I � p , ' I II I ----- -- NEW "TRUSS" PER ARCH N (E) SIMP CMST14� r,��Af�T r ��. x w---•--- i------------------ -- 'I ! c� I^ 10/S5.1 r g o �' 9/S5.1 c) - ------- ------ _...----- G . -_ � — I \ , o Q j v E 2x10 AT 24" OC r' R! = of o N N --- ^ '� 1 Q °- Q -- _. x - W {O III \a I `V 10/S5.1 _--= c „ OVERFRAMING V) N 0 NEW "TRU.,S PER ARCH ---_ PER 8/S5.1LO II ---r-••------------------- --r- -r-••---- I I ' _. t ' A& j _ G _ 1 z z x 0 9/55.1 __ co (E) (2) 2x10 - -- i ,' I , SIMP ECC51/4-51/2 GL 1/x 15 x 1 " -� \ W7 1350#t ) - /2 APA RATED SHEATHING A . (E) AC UNIT 1 C - PANEL EDGES do BOUNDARIES Z 8d NAILS AT 6- OC AT �y G �^ 10/S5.1 I WT=1350�t �' W/ 8d AT 12" OC AT FIELDS --- NEW-_TRu S"-PER _,RCH- --------- -- ------------'------•r--------rrr—r--rr— / Z , --- - - _lam 117/ PRO-150 TJI JJ III •I ' X 1 9/S5.1 SIM - P E 6x10 �j?I f I II --- ----- ----- --- 1�1 LL. 8x10 6x10 ._ , il' p m II I I it II I 2x12 AT 2x12 AT II / II 24 OC 24 OC I u7 I n I ' ' I � R 10350 sX l - _ .___ - BUP2003.00209,B JP2003-00424, )( rrrrrrrr , )( rrrrrr.�rrr-- —rr `< ), rrrrrrrr )Cr____J SIMP ACE4 co � O CD ROOF FRAMING PLAN N N SCALE: '/4•'-1'-0" o 1 O o Z o 0 m _— __ - ----- - -- — a - � __. ........ .-'!miM:nx«r x.,.,.war4q:rcSM:r;!�f10%nm►�1k6!>RbUNY?:�'..�F"'�"6;9M .. .. _ .. s NOTICE: IF THE PRINT OR TYPE ON ANY 1111111 I l t l l l l l l l l l l l l V I I I I IIIIIII VIII I 1111111 T1T111 ITT T1.I�T f 1111111 I-1 fI I I I T I I I IT I I l l l l 11111111 fl 1 j111 IIIIIII 11 f11 11111111 111 111111111 1�T 111 1111111 V I I I `� ��) �004 IMAGE IS NOT AS CLEAR AS THIS NOTICE, ��- �1 I: ' ITIS DUE TO THE QUALITY OF THE _ _ _ _ _ _ _ _ _ _ _ ORIGINAL DOCUMENT o�S 8L L�� 9�L �Z irtG 6 I �L TL 0((7, 8�t 8I W111,111,11, �4tftSt ZT Tt � �8L�I (9 99 1r I�IIIII!IIIIII1IIIIIII111111I llll�lllllllll�lll llllllll IIII lIIIIIIII�IIIIIIIII IIIIIII1]1111111I11111111111111111 illl�llll IIII�II11111111,111111!till►IIIIIIIIIIIIl11111111111111111ll1llIIIIIIIIII��i1LllIIIIIII�I�III(Illlll 1111 IfN111 f _... .. ._. 1. COL/R./(E) G WALL MISCELLANEOUS BARB TOP BARB Nes nrq W4) STEMWALL--,,, BM SIZE W GMxOA CMe-B W AIWA OWNS rl PER PUN (VERIFY W MCH sella Secs SPUN spas 99$ r B' 9" (E) SHEARWALL 'v T TS COLUMN `^ DRAWINGS PRIOR TO CONSTRUCTION r /3x 19" EPDXY DOWELS AT 24' OC PER PTAH22 22 29 (E) SUB ON GRADE W/ A' MIN EMBED IN (E) SLAB TYP SHEATHING 22 TT 29 Z9 Z9 Je q�g ii'1EM SHEARWALL SCHEDULE LL iG PEP�MCH 33 33 47 43 43 56 ,x d • ' C.- ALL STUDS PER PUN, GENERAL =1'fji '�(1) LOM /4 NEW SUB ON GRADE i GRADE �(E) STEP IN STEMWALL 1•t NON-SHRINN NOTES, k SNWYWNl SCHEDULE 48 48 63 63 63 B2 TO MATCH THICKNESS PER ARCH GROUT AN REQUIRE �. R/COLUMN OF (E) SLAB 7YP 4 54.t WALL B45E R k ANCHORAGE /4x38' EPDXY DOWElS AT T-1 �' (E) SLAB ON GRADE REQUIREMENTS PER 24' GC W/ 4' EMBED IN (E) 15 15 20 '9 19 25/4 OOWElS AT 48' OC W/ (E) SLAB ON GRADE SUB ON GRADE 7SLPB SHF/AN'AL SCHEDULE STAB k SIMP SET EPO%Y y" 19 19 25 Z5 Z5 73 = 4 HORIZ _ PER PLM' - PER ARCH ii I /5 24 24 32 31 31 41 K STANDARD HOOK (ALTERNATE IM "�— - — DIRECTION OF NOON) 0$ PER MCH (E) STENWALLPEp ,WCH �• P /4 /B 29 TB 3B 37 37 71 i/FTG T sem. 7 42 !2 SS 54 54 71 1 *-PER ARCH �- ' . TCOOR (E) STEMWALL •/4 AT 24' OC — J AT 18" OC TYP /3 EPDXY DOWELS AT 18' COMPACTED2p. COLUMN PER PUN C W/ A" EMBED IN (E) (E) FOOTING T- MPACTED STRUCTURAL FILL STRUCTURALFlLL 'OR COMPETENT VSUB & SIMP SET EPDXY TYP COMPETENT NATIVE SOIL TYP NATIVE 5011. TYP •• R OXY ANCHORS W/ (T)EPDXY I - EPDXY ANCHORS W/ SET EPDXY I oMPACTED STRUCTURA. FILL NOTES: J' CLR OR COMPETENT NATIVE SOIL (E) FOOTING -/14x24' DOWELS AT 16' OC W/ k B" EMBED IN (E) STEMWALL n TYP 1 3' CLR A- MIN EMBED IN E STEMWALL > E 1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE ( ) WITH CLEAR SPACING db, CLEAR COVED > 2b AND MINIMUM STIRRUPS E 1'_0' 6" (2) CONT /5 - TYP & SIMP SET EPDXY TYP •T:' SIZE & REINF OR TIES THROUGHOUT Ltl OR CLEAR SPACING > 22b AND CLEAR < <gn 4P COVER > db. PER PIAN s j $� A ....I . Z. TOP BM HORIZONTAL A. NO WITH MORE THAN I A OF FRESH z = d CONCRETE BELOW OR AS NOTED ON DOCUMENTS AS 'TOP BM'. NOTE: 3. U.N.O., ALL UPS SHALL DE MINIMUM CUSS B OR CUSS B (TOP BMS) FINISHES PER MCH TYP NEW SHEARWALL TO NEW FOOTING SECTION AT NEW FOUNDATION 1 SECTION AT NEW SLAB AT (E) FOUNDATION & TS COLUMN TO (E) FDN TS COLUMN BASE PLATE �1 LAP SPLICE & DEVELOPMENT LENGTH SCHEDULE SCALE: 1'.1'-0' SCALE: I•-7'-0" 2 - SCALE: 5/i•1'-G. J SCALP "T T O' 9 U `pp C T 0q SHEARWALL SCHEDULE QED P �1 SHEATHING PER � ± SHEARWALL SCHEDULE-----,, ♦ 4! HOIDOWN AT FLOOD yy/' I WALL WAIL SHEATINC FASTENERS AT PANEL PCZ INMEMBEP BLOCKING & STUDS 0 RIMiJOIST OR 8O TOP PLATES)G NYUNG TO WOOD ANCHOR BOLT 10 REQUIREMENTS SHEARLBS/R Try FLOOR OR ROOF FRANING //" - NMLINC PER SCHEDULE TYPE APA-RATED (]) EDGES (I,T) PFI m CONCRETE REblW PER PUNS k DETAILS----,,, /1'✓ M RIM JOIST ROOF/BOOR •• DD 0 15/32' MA RACED SHTG 6d AT 6'OC 'AES 2x ASSF AT 2POC 16d AT 6'OC 5/8.0 AT 48-OC 2x 260 Q COLUMN/R yG 1 PER MCH — - - DBL TOP R, lYP Q COLUMN/to5/8'0 Ai 18'OC 2x ® 15/72' APA RATED SHTG Bd AT 4'OC YES 2x ATS Al 18'OC 16d NUMBER OF STUDS _ - EAGER WALL SHEATHING PER 5/8'0 AT 14'OC 2x TS COLUMN PEE4r PER PUN (2) MIN / ( B COLUMN PER PLM / SHEARWPLL SCHEDULE TYP 4x COLUM W/ 7/0 THREADED ® 15/3T' MA RA7ED SHTG 8d AT 3'OC YES 3x A75F AT 11'OC 18a AT J'OC 5 8'0 AT 30"OC 3x490 0' W/ (2)d ALL STUDS PER PLAN, GENERAL A35 AT WOO 16d AT 5OC 5/8'0 AT 10"OC 2x 640 W/ SIMP SETDROD STUDS AT 6 OC' 1 ® 15/32' MA RATED SMG 8d AT 2"OC YES 3x EACH SIDE 1 ROWS 5 BO AT 24'OC 3AMIN EMBEDBLOCKING AT I / NOTES, & SHEARWALL SCHEDULEPLYWOOD PANEL EDGE 15/32• MA RATED SHTG AJS AT12"OC 1 (2 AT WS 5 8'0 AT 18'OC ]v 980 GR NOAS KOI} RT/ex5�x0'-10" W/ (2) 3/i1 ' TYP ® Bd AT 3"OC YES 3x EACH SIDE 2 ROWS / CPOU7 AS R[OTHGOD ROD ANCHORS WALL 845E R k 4NCHOME (BOTH SIDES) T E STENSHEAININC PER STUDS AT 16' OC TYP REQUIREMENTS PER SHEARWALL A35 AT 15"OC 11 AT POC5/8.0 AT 20"OC 3x 770 PER MCHSHEARWALL SCHEDULE I i 7 RO SLAB SCHEDULE 15/32' MA RATED SMG 10d AT 2"OC YES 3v EACH SIDEZ POWSFIELD NAILING PEP PER ARCH 15 32' PA RATED SHTG A35 AT 7-DC 1 (2 ATYOCEDGE NMLINC PER ISHEARWALL SCHEDULE � BOTH SID10d AT 2'OC YES 3x EACH SIDE Y) ROWS5/B'0 AT 10'OC 3x 1540 SHEARWALL SCHEDULE 14 NON-SHRINK PT PLATE & ANCHORAGE GROUT AS REQUIRED HOEDOWN PER P REQUIREMENTS PER SHEARWALL 1' j I✓� SCHEDULE TYP NOTES: xI / / -Pi HF-/2 SILL PLATE 1 i T SUB �i - I/ RJ/4x8x1'-0' 1, PANEL EDGE NMUNC APPLES TO ALL PANEL EDGES AT WILLS SHEATHED WITH PLYWOOD. ED 4. BlS�p ON Bd x 11/" NAILS WHERE WOOD S DIRECTLY TO FRAMING. USE SIMPSON SSBD (Bd NAILS PLYWOOD TO INTERMEDIATE FRAMING W/ PANEL N11L5 AT 12' OC WHERE STUDS ARE SPACED x 2'/p� WHERE INS�ILLED OVER PLYWOOD SHEATHING. PER MCH CONCRETE STEM WALL AT 16• GC AND AT 6' GC WHERE SN ME SPACED AT 24' OC, 7 5. WHERE BOTTOM PULE ATTACHMENT SPECIFIES (T) ROWS OF NNLS, PRONDE DOUBLE JOIST OR -T _T 2. FRAMING AT ADJOINING PANEL EDGES WHERE PANEL EDGE NNUNG IS Ed NAILS AT 3' OC OR LESS, BLOCKING BELOW, STAGGER NAILS IN ROWS 13/4 APART MIN. Q ANSHEARWALL SCHEDULE TACK CHOR BOLTS PER OR 10d MAILS AT 4' OC OR LESS, SHALL BE 3' NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. "/S/ 3. WHERE PANELS ME APPLIED ON 80TH FACES OF WALL AND NAL SPADING IS LESS THAN 4A 6• DC PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING W IITI MEMBERS SHALL BE 7' NOMINAL OR WIDER AND NAILS ON EACH SIDE SHALL BE STAGGERED. WHERE PANELS ME OFFSET REFER TO NOTE (2). O TYPICAL SHEARWALL ELEVATION TS COLUMN AT SHEARWALL END � SHEARWALL SCHEDULE TS COLUMN TO (E) STEMWALL SCALE: 1 �1 SCALE. NTS V SCALE WALL STUDS PER PAW, ALL SHEATHING PERkilt I GENERAL NOTES, k SHEARWALL SCHEDULE WALL FINISHES PER ARCM SNDWALL PER PLM, SHEARWALL SCHEDULE fYP GENERAL NOTES, k WDLL BASE R k ANCHORAGE POST PER SHEARWALL SCHEDULE TYP NOES,EMENTS PER PLAN, GENERAL k SHEARWALL SCHEDULE TYP PLAN PT 2x BASE R W/ 5/40 ANCHOR BOLTS AT 48 SAW-CDT (E) SLAB AS Q (2) COM /{ PANEL EDGE NAILING PER -- SAW-CUT FOR SINS AN OC (8" MIN EMBED) REQUIRED FOR INSTALLATION U SHEARWALL SCHEDULE REQUIRED FOR LAB AS SUB ON GRADE FINISH GRADE (E) SUB ON GRADE SIMP ABU66 OF NEW FOOTING (O SUB ON GRADE SUB ON GRAM OF NEW FOOTING PER PUN (E) SUB ON GRADE SUB T GRADE HOLDOWN SCHEDULE 5uB E sus — PER MCH r PER ARCH o e T E MCH t PER PIAN PERSMCH [___ __] III= MARK HOEDOWN PE FASTENERS UPLI CAPAC Y. ( BS) PE/(�--b F 1( ] • L _ /4 DOWELS AT 48' OC W/ SIMPSON PHD2 (10) SIMP $DJ /�x3' WOOD SCREWS 7610 ¢El 4 II,OON (ALTERNATE & (1) 5/B TMRFMEO ROD ANCHOR k a /}x12' EPDXY DOWELS Ai •w • • s r /3x12' EPoXY DONEES AT T FOOTING DIRECTION OF HOOK) TYP 12' QU W/ 4' EMBED IN (E) - 9 SLA OC SI !' EMBED IN (E) SIMPSON SET EPDXY (6' MIN EMBED)PER MCH v (7{) SIMPSON SOS I/Ax3 WOOD SCREWS 4685 SLAB k SIMP SET EPDXY TYP (E) Na, SLAB k SIMP SET EPO%Y 7YPSIMPSON PH05 5 B' ]" CLR OMPACTED STRUCTURAL FlLL& (1) /s0 THREADED ROD ANCHOR & 3" CLROMPACTED STRUCTURAL FlLLSIMPSON SET EPDXY 6• MIN EMBED( ) Tye OR COMPETENT NATIVE SOIL �•' � SIZEE & REINF � COMPETENT NATIVE SOIL w ',•:�- SIZE & REINF I PER PLAN 1 PER PIAN r(E) FOOTING 3" CLR IMPACTED FILL TYP OR COMPETENT NATIVE SOIL ( . -f11=J1YTf' SIZE & REINF - PER PLAN i CONT CONCRETE FOOTING IN (E) NEW SHEARWALL TO FOOTING HOLDOWN SCHEDULE 11 NEW POST TO NEW FOOTING DETAIL NEW SLAB AT (E) STEMWALL 19 CONCRETE SLAB ON GRADE SCALE: scA�e 1 -D" 14 1 SCPLE: 1'-1'-0' PV 7'.1'-0' 12 — swLe. 1"=r_G• �"= J ZO 0 Q Z CID UJ M O O 1t N O I d o Glem0vM Rd 10350 T 8UP2003A0299,SUP3000-00424. B of 8 ' c Ic . . .. - NOTICEIF THE PRINT OR TYPE ON ANY ITT1111111til I I) VIII II MILLI IIIiIIJill IIIII1Iti1111IIII1111jiIlIIIiIIIIIIII II II I!IIIIIIILIIIIIIIII�I!II III I�III�I II III II� I II�III I I I ill IMAGE IS NOT AS CLEAR AS THIS NOTICE, 8 ^� Vb a l0 11 IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENTB t 8811 [618 1B 06 1 l /�t� T I t A 1 1 1 30X uu uu6m uuluu uulml uu uu mduu a dmI uu�m mduu uullm uulua uulu�uu6m uullul mluu uuluu mdml uuluu uulu uu�u m) uulm u�I ..b'. +!4 �t d' 'i. (E) DIAPHRAGM ----------- ---��� - ---------- - ----------...- _-_—_--_.----_. �.---- ----- ----------------- - -------_-_-_----- BOUNDARY NAILING (E) ROOF JOISTS ?x BLOCKING ROOF SHEATHING a+ (E) ROOF SHEATHING ' (E) 2x BLOCKING EA HAY EA BAY TYP PER PLAN TJI ROOF JOISTS ,n (2) SIMP A35 `�' PER PLAN (E) ROOF JOISTS -` AT EA BAY TYP DIAPHRAGM NAILING NEW ROOF BEAM PER ARCH SHEATHING PER PIAN (E) ROOF SHEATHING GLULAM BEAM PER PLAN PER PLAN �-�_ SOLID BLOCKING < ' (2) ROWS 10d `i --NEW DIAPHRAGM p 2x10 ROOF JOISTS _ i ` - 9 EA BAY TYP c NAILS AT 12" OC NAILING PER PLAN + E) -- ----- -- o p Q - - - - �� � -(2) A35 EA BAY TYP N NEW 2x BLOCKING I --2x BLOCKING EA BA1' I A -ROOF SHEATHING O , DIAPHRAGM NAILING GLULAM BEAM O EA BAY i - a, '`--L PER PLAN PER PLAN PER PLAN --� NEW ROOF __ -- -- - --- -- - JOIST PER PIAN --- - _ - - � —(E) ROOF SHEATHRJC "TRUSS" 0 -0�•�\-,�� T SFIEATHIN� - " E 2x10 ROOF JOISTS PER ARCH- y- _ PER ARCH 1"0 THRU-BOLT - -� O E � _ -BEAM PER ARCH '--BEAM PER ARCH � � � BAY TYP EA � I Q 1 2x4 W/ (2) 1 EA 6x6 POST - -_ - --_ 0 0 0 010_ NAILS AT 6" OC d TYP = ;0; + O �� I O ------ BEVELED BLOCKING W/ __ cc --(3) 1"o THRU-BOLTS + I p \--SIMP BEAM SEAT PER PIAN 16d NAILS AT 6" OC 1"0 THRU-BOLT 01 (3) i O �+ --`--- /a / SIMP HANGER PER TJI ROOF JOISTS epi +O+ O PANEL EDGE NAILING PER 1 " SIDE �'s W 1"m A EFF--- SHEARWALL SCHEDULE PANEL EDGE NAILING PER THRU-BOLTS TYP - GLULAM BEAM -_ POST PER PLAN \-SHEARWALL SCHEDULE JOIST MANUFACTURER PER PLAN PER PIAN BEAM PER ARCH - WALL SHEATHING PER SHEARWALL SCHEDULE--"' "-DOUBLE TOP R PER 6x6 POST BLOCK W/ (2) 1"0 i � BEAM - _- PLAN, O O GENERAL NOTES, THRU-BOLTS TO GLULAM BEAM --- / i-BEAM PER ARCH & SHEARWALL. SCHEDULE - - O �-WALL SHEATHING PER ff-- GENERAL - 7-- S - GLULAM BEAM S ._ARWALL SCHEDULE PER PLAN -�-� -WALL STUDS PER PLAN, nN -- of rn O 1"m THRU-BOLT� O O Q O � _ � �' E -_-__ NOTES, & ZSHEARWALL SCHEDULE - BRACKET PER ARCH (1"m -- ---=i THRU–BOLTS MIN TYP) —-- -- ----_ – Z 3 O e v z NOTE: SECTION A-A z b g W < L MITa REF 1/55.1 FOR C'(LOUTS IN COMMON Q r AT SIM NEW "TRUSS" TO BEAM CONNECTION 1 NEW "TRUSS" TO BEAM CONNECTION 2 GLULAM BEAM TO POST CONNECTION SHEARWALL TO (E) ROOF CONNECTION NEW "TRUSS TO GLULAM BEAM CONNECTION C 3 SCALE: 11/ "-1'-O" SCALE: 1"=1'-0" 5 SCALE: 3/h"-1'-0" rCAi_E q1=11-011SCALE: 11/2'.=-l'-o". 2 2x CONTINUOUS BLOCKING W/ (3) r-STUDS & SPACING PER PLAN 10d NAILS TO DIAPHRAGM TYP & GENERAL NOTES TYP T/PLYWOOD � (E) SKYLIGHT (OMIT AT SIM) V� PER AR- CH -� BOTTOM PLATE SHEATHING PER PLAN (E) SUSPENDED CEILING NEW SUSPENDED (3) N8 PAN HEAD SHEET - O PROFf� CEILING PER ARCH--,, METAL SCREWS TYP 1 r - - - (E) 2x12 ROOF JOISTS 2x4 DIAGONAL BRACE T FRAMING 2x4 AT 24" OC PER PLAN ` r - �� _ NEW "TRUSS" 1r AT 8'-O" OC W/ (3) (2) SIMP A35 TOP & �t �(E) ROOF SHEATHING (E') 2x BIOCKING �.�OISTS CONTINUE AT SIM r j / DOUBLE TOP CHORD �(, 16d NAILS EACH END W/ (3) 16d NAILS BOTTOM OF KING ) G AT EA VERT TYP FIN( ,-E) DIAPHRAGM NAILING SIMP A35 AT TOP I i // G STUDS (REF SCHEDULE)- NEW "TRUSS" SHES PER �- (E) ROOF SHEATHING ��(E) FINISHES NEW "TRUSS" & BOTTOM OF 4x6 - �)RE�( -2x4 AT 48" OC - DOUBLE TOP CHORD � ARCH TYP , (E) 2x BLOCKING /� DOUBLE TOP CHORD BLOCKING, EA ENDG W/ (2) 16d �� Y ��(2) 1"m �- NAILS EACH END `r, t O ' �� THRU-BOLTS 4x6 BLOCKING-�,_• ,�, FINISHES PER ARCH �. _ (E) /2" WALL SHEATHING E 2x,2 ROOF JOISTS BOTTOM PLATE SIMP A35--\ RIM JOIST OR BEAM / 4 i :Fa(PIRE3'08/� -� - 1"mx8 LAG BOLT W/ pi �// WASHER PER ARCH + HEADER DOUBLE TOP R (REF It \ ��` i SIMP A35 TOP & BOTTOM OF SIMP A34 AT EA SPLICE DETAIL) 1 PER PLAN- ,p; ti 4x6 BLOCKING EA END TYP I 1"0x8 LAG BOLT W/ E WALL SHEATHING MAIN ROOF VERT TYP (2) 1"m THRU-BOLTS (2) SIMP CS16x36 CENTERED ON 2 1 m THP•U-DOLTS FRAMING PER / -STUDS & SPACING PER PLAN WASHER PER ARCH WALL FINISHES BEAM/TOP TRACK JOINT (ATTACH PER ARCH TYP S PLAN �� --(2) ROWS OF 16d & GENERAL NOTES TYP 1"04' THRU-BOLT -4x6 BLOCKING A7 TO THE STUDS THAT ARE AT THE --(E) GLULAM BEAM (E) 2x6 STUDWALL CONT 2x R AT MAIN ROOF ` NAILS AT 12" OC TYP NEW "TRUSS" TYP END OF THE NEW 4x6 BLOCKING SIMP A35 AT TOPIX �-, { 1"m THRU-BOLTS � (3) 1-0 THRU-BOLTS JOIST/TRUSS UNDER VERT W/ _ ( -SIMP LCE4 TYP 3) 16d NAILS AT 12" OC TO � �" � (Ej ROOF SHEATHING SIMP A35 AT TOP & BOTTOM � & BOTTOM OF 4x6 � JOIST/TRUSS BELOW JACK STUD (1 MIN) BUNDLED STUDS PER OF 4x6 BLOCKING, EA END- BLOCKING, EA END --� (3) 1"m THRU-BOLTS ,_E: _._,_,_,,- - i -4x6 BLOCKING NEW "RUBS" C jLE 4x6 BLOCKING NEW "TRUSS" DOUBLE INTERIOR KING STUDS PER SCHEDULE (2 MIN) - -- „�,••r,,,, BOTTOM CHOR'. BC70M CHORD ,- -2x4 AT 24" OC SCHEDULE (2 MIN) (E) DOUBLE A34 AT 24" OC (2) 1"m THRU-BOLTS- =� ROOF JOIST �0- O O 1"mx8" LAG BOLT W/ OPENING OF KING WINDOW A35 S CONT 2x10 R W/ 16d NAILS F7 STUDS SILL STUDS REO'D p ,-(E) SOT FIT I 1"mx8" LAG BOLT W/ WIDTH AT 6" OC (OR (3) 16d NAILS SIMP A35 PEP SCHEDULE - -- Lr. FRAMING (E) METAL STUD SOFFIT FRAMING WASHER PER ARCH I WASHER PER ARCH 0 AT EA JOIST/TRUSS) < 5' 2 1 NO NEW "TRUSS" DOUBLE I 3 t IAPHP,AGM EDGE BOTTOM CHORD �--(F_) GLUV+IvI BEAM NEW 23/,.51/2 l NEW 2/4x5/2 NAILING 5' < 7' <9 3 2 YES "TRUSS COLUMN "TRUSS COLUMN V A a 2 YES NEW 23/4x51/2 i �,ld u.l WINDOW SILL 9 "TRUSS" COLUMN V-MAIN ROOF PER SCHEDULE ae FRAMING EDGE DETAIL_ NEW "TRUSS" TO (E) BEAM/SOFFIT 1 STANDARD OVERFRAMING TYPICAL HEADER FRAMING NEW "TRUSS" TO (E) WALL CONNECTION 8 WALL CONNECTION NEW "TRUSS" TOE STUDWALL CONNECTION 6 SCALE: 1' = 1'-0" 7 SCALE: 3/4"=1'-0" 0 SCALE: 1" - 1'-0" SCALE: 'S/4 1'--0" SCALE: /4"=1'-0" SIMP CC051/4 SIMP CC051/4 T BEAM � {�---T/BEAM_ _ __� _.----__-- -- PER ARC- H�' PER ARCH ---- GLULAM BEAM _ -_--- GLULAM BEAM =____ 0 PER PLAN 0 i 0 - GLULAM BEAM PER PLAN-� -- PER PLAN 0 i 0 - 0 TS COLUMN �3�•- PER PLANK DIAPHRAGM NAILING -SIMP CS16x30 AT EA TJI ROOF JOIST ROOF SHEATHING tY + /IE ' ' PER PLAN LINE OF BLOCKING PER PLAN TYP 3/15 -� DIAPHRAGM NAILING PER PLAN i TS COLUMN I T/BEAM PER PL* T SHEATHING E ROUE SHEATHING `- PER ARCH 2x BLOCKING ( ) PER ARCH I V PER PIAN + T •BE/ AM ,� 7 BEAM ;E) 2x10 ROOF JOIS7� gqy TYP- /% CONT RIM JOIST L--_ i i CONT RIM -ROOF JOIST i PER ARCH PER ARCH A35 PER SHEARWALL -� i i (E) 2x10 ROOF JOIST � � SIMP A35 PER - PER PLAN SCHEDULE / j SHEARWALL SCHEDULE I" -- PANEL EDGE NAILING PER SHEARWALL SCHEDULE- SHEARWALL PANEL - 1y2 i i STUDWALL PER PLAN, AT EA EDGE NAILING PER 16d TOE-NAILS SINE OF 5BLOCK NG FIRST TWO NBAYS R SHEARWALL SCHEDULE SIMP H3 AT EA ROOF JOIST / GENERAL NOTES, & \ i AT 9" OC TYP EVERY 4 FT DOUBLE TOP R PER PAN, -1a Ft1/2x7x0'-10" i t ____ i + 316 - TYP SHEARWALL SCHEDULE -WALL FINISHES WALL SHEATHING PER GENERAL NOTES, & I i �'2 �`� i i /t5 PER ARCH SHEARWALL SCHEDULE SIDE It's 1/4x5x0'-10" W/ I l __ -- GLULAM BEAM SHEARWALL SCHEDULE TYP 3 i _ GLULAM BEAM - - u WALL SHEATHING PER (2) /4"0 THRU-BOLTS __ _ ii —R1/4x8x0'-10" W/ (2) PER PLAN SHEARWALL SCHEDULE STUDWALL PER PLAN, i PER ARCH _-_ n I 3/4"m THRU-BOLTS ,/ 1 0 GLULAM BEAM _ --' 0 II i GENERAL NOTES, & °` a PER PLAN t/a - -- II + 1/a TMP �- SHEARWALL SCHEDULE TYP 1 \�\ 1/4 iII71/4 1/ TYP R1/2.x8x0'-10" ' I /a \ 1/4_ 1/4 NOTE: \ --TLi1/2x51/2xO'-7" 1/4 PUCF FRAMING NOT SHOWN FOR CLARITY LO GLULAM BEAMS TO TS COLUMN CONNECTION BEAM TO TS COLUMN CONNECTION 12 i'E ROOF JOISTS TO NEW BEAM 13 SHEARWALL PARALLEL TO ROOF FRAMING 14 ROOF JOISTS TO STUDWALL c <D11GLULAM SCALE: 1 = 1'-O" SCALE: 1" = 1 -0 SCAI_E: 1' V-0' SCALE: 1" = 1'-0" �� Q ■ _J 4 a L O C7 Z _Z m Q t LL- LID CD � I I M � � CV I d• O O Greenbura Rd 10350 Z BUP2003-00209,BUP2003.00424 9 01 9 ' p "'ffile'!gw," ir,"'..M1�, :�1-C.d.YItlY'f:'N.111F�•"'PP'0.hitlta!1xW1seFtMMI 's'.-9''l5JV:XIAt}f':17C1 7�m1: ,Mt�F,v: 'M`S�1/S M({�'Jwdf. ,,[4` ...� � iu� dY':i• x r=A�P^WA�6YF,M;{I'Ay''S ,. idNWN%tRNRfe M IWL'.i' 1 'i.{.R1t,... 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