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Plans (5) BU P2018-0023 1 10 ■ 9 R 8 x 7 ii 6 ■ 5 • 4 ■ 3 a 2 • 1 . issismosimmmismomi = EXTERIOR I GRID F.O. SHTG \ �, — — p—I F.O. CONC. = ' VERTICAL MULLION rq GRID M (PLAN VIEW) HIL L =i (5 v o EXTERIOR DLO 2" DLO ARCHITECTS '� 1750 BLANKENSHIP ROAD Fol U _ s u.: LA: /0 o CORNER MULLION INTERIOR SUITE 400 (PLAN VIEW) i LI F.O.SHTG WEST LINN, OREGON 97068 – —�.- — -— GRID GRID TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 �k F.O. CONC. ■ , >' o a L ■ t i Li INTERIOR OA EXTERIOR INTERIOR _ f -_'"" 31/2" k 7.1 - HORIZONTAL MULLION N ,-=--, AVElSr IV (SECTION VIEW) 0 0 L.9 0 PLAN VIEW 31/2'1 , 8 STOREFRONT - CORNER 4 STOREFRONT - N_ULLIONS A912 SCALE: 3" = 1'-0" A912 TYPICAL PLAN & SECTION SCALE: 3" = 1'-0" GRID L? ■ ■ V) U O O a.I L,_ INTERIOR EXTERIOR 4)0 WATER RESISTIVE BARRIER �Nr / • .. - •:a' .•-'-' -• SELF-ADHERED MEMBRANE FLASHINGLLOYD H f LJ-. ;; ., •.• - . -°' +� (SHOWN DASHED) u.. • rW�, / ` PRESSURE TREATED CONCRETE SLAB i� , !`� I'9. � • • •: RE: STRUCTURAL ' '"1; . 400 f 4 : ::; .4_,t: SHIM �'G OF [� ' � BATT INSULATION : ; ° - , ", d' . , �' `'' �. BACKER ROD AND SEALANT IP'METAL STUD JOINT COMPOUND —" wit— (3-5/8") /7 i -*— DEFLECTION HEAD L-METAL TRIM ■ L-METAL TRIM Lim -p """" � LI` 5 8"TYPE'X'G.W.B. MIN BACKER ROD AND SEALANT '+-O t;! ALUMINUM STOREFRONT WINDOW A SHIM 4 3/8" STOREFRONT WINDOW / ./ (./) H z SECTION VIEW W LU LU PLAN VIEW H o STOREFRONT - INTERIOR IAMB STOREFRONT - HEAD r o �A912AT STEEL STUDS " AT POST TENSION CONCRETE SLAB / SCALE: 3" = 1' 0 �A912 SCALE: 3" =1' 0" 5 a C7 d F- � ■ ■ W g n' w > j Z EXTERIOR GRID o 0 • Z N N C � �� INTERIOR EXTERIOR WCe o GRID F.O. SHTG _ — o WALL SHEATHING g "" F.O. CONC. I- ,` o o WATER RESISTIVE BARRIER Q 1 — , VERTICAL L MULLION ":175.1,1:::..."; " 12"SELF-ADHERED MEMBRANE . (PLAN VIEW) :. j (S.A.M.) FLASHING(DASHED) ' 7":e METAL STUD �• �� 1-1/2"RIDGID INSULATION Z ____.—ip__... GASKET WITH ADHESIVE ON (3-5/8") 71110 '�� 1"AIRSPACE BQATH SIDE = INTERIOR BATT INSULATION • C.M.U. (6"x 8"x 16") �" SPRING (MULLION MATE 3) ., 1.1110 41.7'-------- JOINT COMPOUND J -, BACK TO BACK :::::-' Tailliii°-41111111111171111111111-111111:111111111.;lik �- THIS WIDTH SHOULD BE 3t1 --►I METAL STUD(3-5/8 ) '5/8"TYPE 'X'GAB, �. r -___�iii.' � N''''-:// STEEL DOOR FRAME -i !' ���"' r -1------------------ STEEL DOOR i \I BACKER ROD AND SEALANT TYPE'X'GWB. ;L ILL1\/ \> SHIM U \ U STOREFRONT WINDOW PLAN VIEW PLAN VIEW . 6 STOREFRONT MULLION 2 STOREFRONT -JAMB A912 MULLION TO PARTITION CONNECTION SCALE: 3" = 1'-0" A912 AT STEEL STUDS SCALE: 3" = 1'-0" ■ IIIMIMIIIIIIIIIIIIIIIIIIIIIIIIIIMIMIIIIIIIIIIIIIIIMIIIIIIIIIIINIIIIIIIIIIIIIIMIIMIIOIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIMMI ■ EXTERIOR INTERIOR INTERIOR GRID STOREFRONT WINDOW INTERIOR EXTERIOR }- = O SHIM o 0 IIIb. ;`31/2" "- ALUMINUM STOREFRONT WINDOW i m m e BACKER ROD AND SEALANT , . . a� 3/41" CHAMFER .4 ,• 'd'; CONCRETE COLUMN CONCRETE WALL • d ° L• - SILL PAN SHIM •, ai ' �- •4`. •` °' a •• •°_ . REVISIONS to 1 � -� • , � � ALUMINUM OR ZINC BASE FLASHING PAN •d - BACKER ROD AND SEALANT - ^_.�-•. :_ - ^„ , _ • ` ' •• ' - • '' ,_ r` — Iir GAPWITH BACKER ROD AND SEALANT 16-QCT-2018 BUILDING PERMIT RESUBMITTAL re) i '1 ..1.` :%.,,'- 4a°° ,. - ;'. SHIM { •,i4• • ` i it CONCRETE WALKWAY ISSUES u� C '•� •`,a °. - • ° • ` .''d . +•4 =_°•' g` F.F. L .-v PROTECT NUMBER DRAWN BY CHECKED BY . 'd, . - . ° STOREFRONT WINDOW :. e •,; q-• 4 ' , , .d, I ` • 0 ■ if 4 4~ . ° d ° •° - ° - e � ` . q 16761 AO/KT RLC ° • to • • '• ° d , • . - •. . t-, 41, • _ 4. ° -•4 O `1. - . V! y. .. 4 �4.. 44.° , .° d ' ° �` �^ : - ° - °_�• - d'� _" °"• •°dam ,° ' ,• •s _ . ' • *A' ` 4' -1 4 - - - �., - Q" , .• ° - '4',r •A ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE _ _ THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY N " "° 4. 4••- '• �' .`° •4' �� ,`° -.' -•Y•_ 4 _^ 4- ' -• O. _ •• -'• d. ,' NOT BE DUPLICATED,USED OR DISCLOSED WITHOUT THE PRIOR WRITTEN • • r'� • '• 4 r i " - •'d .: _ - .,d - •'° ,. CONSENT OF THE ARCHITECT. / S.• d `' a • ` i ° b, . , ` i , y,y _~, 4-: ,4 ,•.. 4 •' .• _� - •,•Y , .'$.- , - .• . ` C4 2018 HILL ARCHITECTS ° , as ° f • - : °a"d 1/2" FIBER PREFORMED JOINT FILLER smissommummosmoommummummisomsmsms (Y - :• 4, ` ' • ---,-,„'•-._-',": • _ ; • . ' WITH REMOVABLE SEALNT JOINT CAP U a -. , ,� , ' - v 4 CONCRETE SLAB-ON-GRADE RE: STRUCTURAL a STOREFRONT DETAILS o. PLAN VIEW PLAN VIEW EXTERIOR SECTION VIEW Tr kii 9 STOREFRONT -- jAMB cn STOREFRONT -- JAMB 1 STOREFRONT - SILL o A912 CORNER AT CONCRETE COLUMN SCALE: 3" = 1' o" AT CONCRETE WALL SCALE: 3" = 1'-0" ` A912 AT CONCRETE WALKWAY SCALE: 3" = 1'-0" 0 N a .,... A912 ni __I_ .._, ,„ o ■ 9 a 8 ■ 7 ■ 6 • 5 ■ 4 ■ 3 ■ 2 • 1 10 J 1 1— LU 0 6 CJ) w.. W 1- 0 �, z RAP ELEMENT FOUNDATION CONSTRUCTION NOTES N z 4 4. d - . a e FOOTINGS TO BE 0 1. RAP ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD WITHINa 4 SUPPORTED BY 6-INCHES OF LOCATION SHOWN ON THESE PLANS. r. ' GEOPlER ELEMENTS. 0 2. A QUALIFIED FULL-TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE RESPONSIBLE ' ' FOR INSTALLATION OF THE RAP ELEMENTS IN ACCORDANCE WITH THE DESIGN, AND SHALL REPORT ALL GEOPIER FOUNDATION CONSTRUCTION •-.a: '�:`=o-7,:? e' ~/► ACTIVITIES TO THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC REPRESENTATIVE SHALL COORDINATE QC ACTIVITIES MTH THE TESTING (,;;0-:.:6: 1•-:•.'1,..7,,,? :;-7: :....., :.:.:. :,;„...,..,/ z AGENCY HIRED BY THE OWNER. UNDER NO CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT RAP INSTALLATION PROCEDURES. ;•�o' a SPREAD FOOTINGS TO BE 5•_O» '� :•; ••••::•.......,,:,..4.;.,^ Q `' ' LIMITS OF DISTURBANCE: ADJACENT ': SUPPORTED BY GEOPIER -; '4•, '•.: . •:•r' ' '_ 3. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER: 24" TYP. ••-•....6:•Y'..:•.:1.•:;.? �` !�"' 2 EXCAYATtQNS MUST BE OUTSIDE ` '. ':.--. . ELEMENTS. SEE SHOP ? ..".,.'41":4.1 COMPACTED .,:o..: Q. -,— ,- ,..:... _ 0, A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. • - r /4- + + + + + =°�':�:a,- _� • : . B. AVERAGE COMPACTED LIFT THICKNESS DURING EACH DAYS PRODUCTION SHALL BE APPROXIMATELY 24 INCHES. DRAWINGS FOR GEOPIER + + + + + ' ;�+r• + + + •YP::. � + + + THIS ZONE. IF THIS IS NOT THE Lij a t:4.1...L..:'...A!',.+" ° ` ,� CASE THE DESIGNER MUST BE REQUIREMENTS + + + + + + + + + + + C. A CST SHALL BE PERFORMED ON THE FIRST FIVE RAP INSTALLED. RESULTS OF THE INITIAL CST SHOULD BE PROVIDED TO THE ‘,.,1-4:;.'"-:..I.:;,, �+ + + + + + �;. . + + + .� ;:.. : + + + + NOTIFIED. 0 DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE CRITERIA AND FREQUENCY OF CST. THE FREQUENCY OF CST MAY VARY \,:,:-,.. ..i--6: + + + + + + + -• :A:::` ;;bre + + �06,•:;:' .•,.+ + + + + DEPENDING ON THE SOIL CONDITIONS; HOWEVER, CST SHALL BE PERFORMED ON NO LESS THAN 10% OF PRODUCTION RAP. .a.:• 20" DIA. GEOPIER 2 ''' •r -` � D. RAP ELEMENT AGGREGATE SHALL CONSIST OF TYPE I GRADE B IN GENERAL ACCORDANCE WITH ASTM D-1241-68, OR APPROVED BY 4:f.,1 :-..I-7,',/? ELEMENT U.N.Q. + + + + + + + -.Fi.::�. '� + + +5t.*%!..':....-ze ;�;"'.1.•'''.�?~ • + + + + + + ?\ N 4/ ••-•':d•'r••.e + + + + + + + 0' ••r, . + + •+ + + + + + + •t�GEOPIER DESIGNER AND SUCCESSFULLY USED IN THE MODULUS TEST. .:,:a •: + + + + + + + °•r•- + + + r� :-:. + + + + + + + , 4. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED WITH CONVENTIONAL RAP INSTALLATION EQUIPMENT, THE GC SHALL BE '�'•`'"` T.::Ii • e. 4-'• 1;. •:b• •F + + + + + + + + .''7}•. + + + •'t.c:•....• • + + + + + + + + , THEDOES NOT DO SO INA TIMELY MANNER THAT DOES NOT INTERRUPT RAP .1,:,‘2..!..i-es.' ' * GEOPIER ELEMENTS TO BE INSTALLED TO 25 + + + + + + + + °!::::, ;;. + + •`.,;•,'1,.::.:.::,..',.!',' ° .+ + + + + + + + + RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF GC 0 .*-4:f,'%:•.'6..,,,-, •• .1P... 11.• - PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTIONS AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING LABOR, EQUIPMENT, -:.,•15 .7..4;: FEET OR REFUSAL, WHICHEVER IS MET FIRST. + + + + + + + + + °;�::.:. ;..:_, + + ..,...„ e,.1..-°„=.+ + + + + + + + + + ( ) f AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGN BOTTOM OF FOOTING ELEVATION THE OBSTRUCTION `o- REFUSAL IS CONSIDERED LESS THAN 6 INCHES /+ + + + + + + + + ...-..:1S&,.: + + + :•1f'••' ” • + + + + + + + + + + SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH ' '""" + + + + + + + + + +•: ;:•:., '.- - + + • .= b•-;�:.+ + + + + + + + + + + .�:a : ¢.°� OF MANDREL ADVANCEMENT IN 30 SECONDS. .: :�::- t::�:•., •v: •••e,•,•,i•-•: -• �' + + + + + + + + + K.' • + + + .:•„Y + + + + + + + + + + + THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL •"0 t + + + + + + + + + + + + + + + + + + + + + + + + + + :c': ': S.•• + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +\ BE SUBMITTED TO THE INSTALLER AND THE DESIGNER. '8•• % r + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ,\ 5. RAP ELEMENTS NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS TEST SHALL BE RE-INSTALLED TO MEET PROJECT REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER. 6. FOOTING ELEVATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS. TYPICAL GEOPIER ELEMENT 2 ADJACENT EXCAVATION DETAIL 7. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFLICTS' WITH RAP LOCATIONS SHOWN Mr NOT TO SCALE NOT TO SCALE ON THE PLANS. NEW UTILITIES EXCAVATIONS SHALL BE LIMITED TO THE ZONE DEPICTING ON DETAIL 1 ON THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS. 8. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERUNE OF STRIP FOOTINGS UNLESS DIMENSIONED OTHERWISE. 9. AFTER COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS INCLUDES, BUT IS NOT LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS AND APPROPRIATE CONTROL AND COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE TO INSTALLED RAP ELEMENTS. 10.ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 20 INCHES WITH COMPACTED 24 INCH LIFTS. GEOPIER ELEMENTS TO BE . INSTALLED TO 25 FEET OR REFUSAL, WHICHEVER IS MET FIRST. REFUSAL IS CONSIDERED LESS THAN 6 INCHES OF MANDREL ADVANCEMENT IN 30 SECONDS. QED PRO E 11. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS. THE RAP ELEMENT LAYOUT LOCATION PLAN AND AO NS R :'�'p1FOOTING DETAILS PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS, SIZES, AND ORIENTATION SHOWN .•.- I ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO STRUCTURAL PLANS FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATION. cs p THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR LOCATION OF FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED " 111 G�t IMMEDIATELY IF INFORMATION ON THESE PLANS CONFLICTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS. -� A OREGON z �<O�NIES"` •c 12.THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY GEOPACIFIC, COLIN 'J REPORT DATE JULY 24, 2017. GEOPIER FOUNDATION COMPANY, INC., HAS RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT IS IN ERROR. GEOPIER FOUNDATION COMPANY, INC. IS NOT RESPONSIBLE FOR ERRORS OR EXPIRES' ( 3O 2A OMISSIONS IN THE REPORT THAT MAY AFFECT THE PARAMETER VALUES IN OUR DESIGN. IF THE SUBSURFACE OR SITE CONDITIONS DIFFER 8/06/2018 FROM THOSE UTILIZED IN THE DESIGN THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY. 13.RAP FOUNDATION DESIGN LOADS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DCI ENGINEERS. IN THE EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED. • CD F— z . w F— Ct Z CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES Q z 1. ALL EXCAVATIONS FOR FOOTINGS SUPPORTED BY RAMMED AGGREGATE PIERS SHALL BE PREPARED IN THE FOLLOWING MANNER BY THE GC: Cl. 0 OVEREXCAVATION BELOW THE BOTTOM OF FOOTING SHALL BE LIMITED TO THREE INCHES. THIS INCLUDES LIMITING THE TEETH OF EXCAVATORS FROM OVEREXCAVATION BEYOND THREE INCHES BELOW THE FOOTING ELEVATION. Q 2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT < CS FOOTING BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A "MUD MAT" (3 INCH THICKNESS OF LEAN CONCRETE) OR COMPACTED w C CRUSHED ROCK SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES. 3. PRIOR TO CONCRETE OR MUD MAT PLACEMENT, THE TOP OF THE EXCAVATED SOIL AND RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH Q A STANDARD, HAND-OPERATED IMPACT COMPACTOR (I.E. JUMPING JACK COMPACTOR). COMPACTION SHALL BE PERFORMED OVER THE ENTIRE D —.I FOOTING SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE PIER AGGREGATE. I- 4. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO ACCUMULATE Z Ct OVER THE POURED FOOTING. w 0 5. EXCAVATION AND SURFACE COMPACTION OF ALL FOOTING SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GC. CL 6. THE TESTING AGENCY SHALL INSPECT EACH FOOTING AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE OR MUD MAT IS >H PLACED IN THE FOOTING EXCAVATION. THE APPROVAL SHALL STATE THAT ALL FOOTING BOTTOMS INCLUDING MATRIX SOILS AND RAP TOPS HAVE NOT BEEN OVEREXCVATATED MORE THAN THREE-INCHES BELOW THE BOTTOM OF THE FOOTING, HAVE BEEN KEPT FREE OF WATER Q ACCUMULATION, AND HAVE BEEN REASONABLY DENSIFIED WITH A HAND-HELD MECHANICAL IMPACT COMPACTOR ON THE SAME DAY THAT THE CONCRETE WAS PLACED. 0 7. THE GC IS RESPONSIBLE FOR MEASURING TOP OF FOOTING ELEVATIONS TO ACCURACY OF 0.01 FEET. MEASUREMENTS SHALL BE TAKEN BY A LICENSED PROFESSIONAL SURVEYOR BEFORE LOADS ARE APPLIED TO THE FOOTINGS. 8. IN THE EVENT THAT FOOTING BOTTOM PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE CONSIDERED VOID. N 1 Ix)01 co rn rij ww ww LA >n NJ cNI ax .4- 0 ,--if,1 EA ,... 0 '- W T-1, c. o p-, .... cn8 rii co-s) O gra a. Z (1) ,Q isti rill Wm 01 O N 3 > 6 ztp tib- m cl E PROJECT NUMBER t 18-GNW-084 6 ai api G = = ri, DATE o f , J L3 JA:i — I I I 1.■ SHEET NUMBER "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY contains information proprietary to The Geopier Foundation Company, inc. and its licensees, QThe information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. GPOUI Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. VALID I F I \ S T A L L E D BY A L I C E\ S E D GEOPIE I h S TA L L E R. o Patent No. 5249892 and other patents pending. ■ i ■ i . wli II I ■ •■ •■ I �_ • . 0 - ■i 00 . . • ■ + = I .. iii uuu 4 ■ 111 I 1 III. 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THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS DATE a I 73 7 1 2. FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL AND/OR ARCHITECTURAL 8/06/2018 co - II PLANS FOR FOOTING DIMENSIONS AND DETAILS. SHEET NUMBER ' 3. FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL AND/OR ARCHITECTURAL x o `Geopier` is the registered trademark of the Geopier Foundation Company, Inc. This drawing NOTE: S PIER DES! I� D U VIEf� TS Af� D PLARS A E 0f� LYcontains information proprietary to The Geopier Foundation Company, Inc. and its licensees. DRAWINGS, DIMENSIONS, AND DETAILS. The information contained herein is not to be trasmitted to any other organization unless 4. GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS specifically authorized in writing by the Geopier Foundation Company, Inc. GP1 . 1 1/A L I D C F l �! S TA L L E D BY A L I �E� S E DGEOPIER I � S TA L L E . SHOWN, DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. ARCHITECTURAL PLANS. o Patent No. 5249892 and other patents pending. ■ I .1111 1■�'.r ■II 1 1I 11 I iiimuniiiiiminammnum ,,.,,. ..... , �� �� .i. II ■ u 1 • II IM t>•111�■� SII 111 - 1 ..11■ V 1111 I IJ • I11 III k. •, '" -, 1 1m 1 111 I 1�. M.' 1■ IN 11111 I ■ IIII I 1 ■ I.1 ■ I 1 1 1 ' _ . -.� - - ■ , 111 .1111■ ■ 11111 I�111 .IIIA �IIL1■. l • LW 1 I � 11 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 111 STRUCTURAL - GENERAL NOTES a = 08'-06" 10 20 50 100 500 ZONE 1 29.2 28.4 27.5 26.7 26.7 DEFLECTION VERTICAL LIMIT ZONE 2 49.1 43.8 36.9 31.7 31.7 LIMITS FOR SSE 1 Roof Members, Dead + Live or Snow or Wind, L 1240, where - 1-1 GENERAL REQUIREMENTS BIDDER Total Load (IL) Deflection (L is span length,inches) DRAWING LEGEND ZONE 3 73.8 61.1 44.3 31.7 31.7 -� DESIGNED Root, Live or Snow or Wind Load (RLL) L 1360 GOVERNING CODE: The design and construction of this project is governed by the "Oregon Structural Specialty ZONE 4 31.7 30.3 28.7 27.3 24.3 ELEMENTS: Floor Members, Total Load (TL) MARK DESCRIPTION MARK DESCRIPTION Code (OSSC)", 2014 Edition, hereafter referred to as the OSSC, as adopted and modified by the City of Tigard under- uno L/240 I-I L L stood to be the Authority Having Jurisdiction (AHJ). ZONE 5 39.1 36.5 33.1 30.3 24.3 Floor Live Load (LL) uno L 1360 FOOTING SYMBOL(REFER TO SPREAD F2.0 I INDICATES WIDE FLANGE COLUMN REFERENCE STANDARDS: Refer to Chapter 35 of 2014 OSSC. Where other Standards are noted in the drawings, 1) Components and Cladding Wind Pressures are based on ASCE 7 10 Chapter 30 Part 3: Buildings with h 60 ft. Wood Floor Joist Total Load (TL) L 1480 FOOTING SCHEDULE) ARCHITECTS = use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs 8 < 10 deg. _ Wood Floor Joists Live Load (LL) L/600 INDICATES HOLLOW STRUCTURAL not relieve the contractor from compliance with the entire standard. 3 For parapets around the perimeter of the roof equal to or than 3 ft, Zone 3 shall be treated as Zone 2. PILE CAP SYMBOL(REFER TO higher (1P) o SECTION (HSS) COLUMN OR 1 7 5 0 BLANK ) N S H I P ROAD 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. HORIZONTAL LIMIT and FOOTNOTE PILE CAP SCHEDULE) TUBE STEEL(TS) COLUMN DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: SUITE 4 0 0 Members Supporting Brittle Finishes L 1240 (1) TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL "Architect/Engineer"-The Architect of Record and the Structural Engineer of Record. SEISMIC Seismic Design Category: SDC = D 1O CONNECTION SYMBOL(REFER TO o SECTION IHSS) COLUMN OR WEST L I N N . OREGON 9 7 O 6 8 • "Structural Engineer of Record" (SER)-The structural engineer who is licensed to stamp & sign the structural DESIGN: Members Supporting Flexible Finishes L/ 180 (1) CONNECTION DETAIL) STEEL PIPE COLUMN TEL 503 . 305 . 5033 FAX 503 . 305 . 8034 documents for the project. The SER is responsible for the design of the Primary Structural System. Basic Structural System Bearing Wall (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. 2W4 SHEAR WALL SYMBOL (REFER TO ® INDICATES WOOD POST • "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. Seismic Force Resisting System Shear Walls 1 SHEAR WALL SCHEDULE) GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component ■ • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. Response Modification Factor: R = 6.5 (upper floors) drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the ■ 5 (podium) submittal accordingly. Review of the Specialty Structural Engineer's (SSE) REVISION •TRIANGLE ■ INDICATES BUNDLED STUDS • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams, braces, g Y P Y g shop drawings (component design drawings) drags, struts, collectors, diaphragms, columns, walls, etc of the rima structure that are specially designed System Over Strength Factor Omega = 3 (upper floors is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the 9 ) primary P Y 9 Y 9 9 ( PP } T}LT-UP/PRECAST CONCRETE WALL and proportioned to resist earthquake-induced ground motions and maintain stability of the structure. Fabrication 2.5 (podium) SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and [.: j `1 PANEL NUMBER (REFER TO TILT UPI INDICATES CONCRETE COLUMN and installation of components designated as part of the SFRS require the general contractor, subcontractor, or installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are PRECAST CONCRETE WALL ELEVATIONS supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements Deflection Amplification Factor Cd = 4(upper floors) not limited to: CMCJ WALL REINFORCING SYMBOL (including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, 5 (podium) INDICATES PRECAST - reporting requirements, etc and to provide the required Quality Control including the required coordination of Prefabricated Wood Roof Trusses O (REFER TO CMU WALL REINFORCING P g q } p q Y 9 q Site Classification per OSSC 1fi13.3.2 & ASCE 7-10, Ch. 20 • CONCRETE COLUMN DCI Special Inspections (Quality Assurance - QA). Special provisions apply to any member designated as part of Site Class = D • Solid Web Wood Joists SCHEDULE) the SFRS. Refer to plans, elevations, details, Design Criteria and Symbols and Legends for applicable members • Wood Hold-down Systems CONTINUITY PLATE LENGTH INDICATES MOMENT FRAME C W G0 C and connections. Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 • Concrete Post Tensioning Elongation Calcs Lo 8" (REFER TO TYPICAL DETAIL) ~` CONNECTION 921 SW Washington Street, Suite 560 SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for information supple- Spectral Response Acceleration (Short Period) Ss = 0.968 g • Cold form steel framing co Portland, Oregon 97205 mental to these drawings. INDICATES DOUBLE SHEAR INDICATES CANTILEVER P: Spectral Response Acceleration (1-Second Period) S, = 0.417 g (503)242 2448 www.dci engineers.com <DS> CONNECTION (REFER TO THE DOUBLE I>-- CONNECTION C i v I L_ / ST R Li c m Li i= OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for additional infor Design Response Coefficient Short Period SDs = 0.724 INSPECTIONS. QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS SHEAR PLATE CONNECTIONS DETAIL) Q pynght05.2018 'AmatoConversanolnc.AlRightsResertied P g 9 !Spectral9 P ( ) 9 c co REINFORCING motion including but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, stairs, INDICATES RE NFORC NG TYPE Th sdecumenl,and the itleas and tlesgns may net be reused,in whote or finishes, drains, waterproofing, railin s, curtain walls, elevators, curbs, depressions, mechanical unit locations, and other I Spectral Design Response Coefficient (1 Second Period) SDI = 0.440 g INSPECTIONS: Foundations, footings, under slabs stems and framing are subject to inspection b the Building Official 00TB {REFER TO THE REINFORCING INDICATES DRAG CONNECTION a'Arna�without o ve8anc1 a �� nyre s n a=� nauthorizetl 9 P 9 Y 9 1 P Y 9 „sa nonstructural items. Seismic response coefficient(s) Cs = 0.11 (upper floors) in accordance with OSSC 110.3. Contractor shall coordinate all required inspections with the Building Official. SCHEDULE) 0.15 (podium) INDICATES NUMBER OF STUD RAIL INDICATES WOOD OR STEEL STUD Redundancy STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project SPECIAL INSPECTIONS. VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in ( SR_) REQUIRED AT COLUMN (REFER TO 1 and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans Y Factor rho -- 1.0 accordance with OSSC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS on S103, and STUD RAIL DETAILS) WALL as "typical"wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. Design Base Shear(KIPS) 157 (upper floors) the AHJ STATEMENT OF SPECIAL INSPECTION and/or STATEMENT OF STRUCTURAL OBSERVATIONS. ■ 9 ( PP ROOF/FLOOR DIAPHRAGM NAILING 457 (podium) 10 SYMBOL(REFER TO DIAPHRAGM 4 • 4 INDICATES MASONRY/CMU WALL ■ EMIIIIMMINNIIIMMIIIMIll STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the STRUCTURAL OBSERVATION: per OSSC Section 1704.6 NAILING SCHEDULE) primary structure in its completed form. I Base shear governed by: seismic STEEL/CONCRETE COLUMN Structural Observation is the visual observation of the structural system by a registered design professional for general COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and Seismic Analysis procedure used: Equivalent Lateral conformance to the approved construction documents. It is not always required on a project, does not include or waive Cl SYMBOL (REFER TO STEEL 4. . . . .. 7 INDICATES CONCRETE/TILT-UP UP correlatingallquantities and dimensions; for selectingfabricationprocesses; for techniques of assembly; and forper- Force (ELF) the responsibility for the special inspections and tests required bya Special Inspectorper OSSC Chapter 17, is not con- XX"'XX" COLUMN SCHEDULE) CONCRETE WALL q P Y P P q P P P �VCTi f forming work in a safe and secure manner. tinuous, and does not certify conformance with the approved construction documents. ELEVATION SYMBOL(Ti REFERS INDICATES WOOD OR STEEL STUD g.070C PRQF < T/FTG = X'-X" TO COMPONENT THAT THE GINE 49 Structural Observation for this project is required per OSSC Section 1704.6. Contractor shall notify the SER in a timely ELEVATION REFERENCES) SHEAR WALL \c�'� F /O manner to allow required Structural Observations to occur. Reports will be distributed to the Architect, the Contractor, STUD BUBBLE (INDICATES NUMBER �C? 74868PE '4 PRE-CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre-construction meetings prior to Special Inspector and the Authority Having Jurisdiction. © OF STUDS REQUIRED IF EXCEEDS INDICATES BEARING WALL BELOW t ...F- ti -- - - V commencing work. Pre-con meetings, scheduled approximately two weeks prior to the start of the relevant work, are a required for the following phases of construction: Post-tensioned slabs Attendees for pre-construction meeting are to The frequency and extent of observations is at the discretion of the structural observer. Only significant stages of con- NUMBER SPECIFIED IN PLAN NOTE) include contractor, relevant subcontractors, fabricators, inspectors, architect/engineer, and representative of the Authority (1) Flat Roof Snow Load, PSF (2) struction identified by the Structural Observer require observation. For repetitive or similar structural elements identified n NDICATES STEP IN FOOTING ORE ON SNOW LOAD: (PSF) P = 25 (REFER TO TYPICAL STEP IN 4 4 INDICATES EXISTING WALL Having Jurisdiction where required. Meeting agendas are to include review of the work scope, project schedule relevant as significant, only the first element of a stage requires observation unless noted otherwise. The following significant � �''R 2,E Q� to the work, contact information of responsible parties, inspection points, review of materials and any special cases or Snow Drift Loading required by Authority Having Jurisdiction? Yes stages of construction require observation: during foundation installation, prior to first post-tensioned slab placement, and FOOTING DETAIL) 9< ' 2. PFJ issues, procedures for clarifications if required, testing and acceptance, etc. during wood framed wall and floor construction, and after roof diaphragm is complete prior to roofing. FY CN Snow Load Importance Factor I s = 1.0 (3) © DETAILS OR SECTION CUT POST T1 NSION DEAD END (PLAN) MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of con- CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Au- SX.X (DETAIL NUMBER/SHEET NUMBER) �� EXPIRES: 12-31-19 struction and all job related safetystandards such as OSHA and DOSH (Department of Occupational Safetyand Health). Ground Snow Load, (PSF) p 9= 20 thorn HavingJurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the ( A P ) Y g g P 00 DETAILS OR SECTION CUTIN PLAN The contractor is responsible for means and methods of construction related to the intermediate structural conditions (i.e. Snow Exposure Factor C e= B above Statement of Special Inspections addressing the requirements listed in OSSC Section 1704.4. Contractor is re- nl ( 0 POST-TENSION STRESSING END (PLAN) movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). ferrel to OSSC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to %.,e,/ S0.0 VIEW(DETAIL NUMBER/SHEET NUMBER) Thermal Factor C t = 1.0 additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including f INDICATES LOCATION OF CONCRETE ■ BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered proles- anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flamma- 3 POST-TENSION PROFILE (PLAN) sional engineer for the design of anytemporary bracingand shoring. See Roof Plan for Drift Loading ble, combustible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall an- XX/SXX,XX WALLS, SHEAR WALLS OR BRACED i (IN INCHES) g g P Yels and suspended ceiling systems. P FRAME ELEVATIONS TEMPORARY SHORING. BRACING: The contractor is responsible for the strength and stability of the structure during 5) Snow Load is un-reducible and includes 5 psf rain-on-snow surcharge where ground snow load is greater than SPAN INDICATOR (INDICATES EXTENTS construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the struc- zero and 20 psf or less per ASCE 7-10 Section 7.10. ---e----"- OF FRAMING MEMBERS OR OTHER f M �i INTERMEDIATE STRESSING (PLAN) ture is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents 6) Snow Load based on ASCE Fig 7-10. SOILS AND FOUNDATIONS STRUCTURAL COMPONENTS) and the requirements for executing it properly. 7) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. REFERENCE STANDARDS: Conform to OSSC Chapter 18 "Soils and Foundations." �� INDICATES DIRECTION OF DECK SPAN (n CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DE- A-0 SIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's GEOTECHNICAL REPORT: Recommendations contained in Geotechnical Engineering Report for 72rd Ave Apartments SSE for Bracing/Shoring. DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT- (Job# 17-4626) byGeoPacific Engineering, Inc. dated July24, 2017 were used for design. w. LOADS (PSF) UNO NOTES (6) g ABBREVIATIONS La) CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri- Handrails & Pedestrian Guardrails 50 PLF or (1) CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall fol- ; cal, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Doc- 200 LB low the recommendations specified therein including, but not limited to, subgrade preparations, pile installation proce- L Angle EXP JT Expansion Joint PLWD Plywood E uments (architectural / structural 1 mechanical / electrical or plumbing drawings). Provide documentation of location, dures, ground water management and steep slope Best Management Practices." AB Anchor Bolt EXT Exterior PP Partial Penetration load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked-up structural plan indicat- Stairs & Exits 100 PSF or Stair treads per note ADDL Additional FD Floor Drain PREFAB Prefabricated t c0 ciii Ing locations of any new equipment or loads. Submit plans to the Architect/Engineer for review prior to installation. 300 LB (2) GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub-grades and prepared soil ADH Adhesive FON Foundation PSF Pounds per Square Foot CO2 v Lobbies 100 2000 lbs bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide ALT Alternate FIN Finish PSI Pounds Per Square Inch Oci NOTE PRIOTTIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown ARCH Architectural FLR Floor PSL Parallel Strand Lumber supplements information in the Structural General Notes. Corridors at First Floor 100 below. B or BOT Bottom FRP Fiberglass Reinforced Plastic P-T Post-Tensioned m a BI Bottom Of FRT Fire Retardant Treated PT Pressure Treated i= o DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference DESIGN SOIL VALUES: BLDG Building FTG Footing R Radius Corridors above first Floor ---- Same as occupancy Qi 0_ P P n 0 Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of served Safety Factor per Soils Report 1.5 BLKG Blocking F/ Face of RD Roof Drain ■ W a) a) the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, Allowable Foundation Bearing Pressure 4000 PSF Assumed (see note below) BMU Brick Masonry Unit GA Gage REF Refer/Reference m Q the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior Residential 40 Passive Lateral Pressure 300 PSF/FT BP Baseplate GALV Galvanized REINF Reinforcing = Q • to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, Active Lateral Pressure (unrestrained) 40 PSF/FT BRBF Buckling Restrained GEOTECH Geotechnical READ Required C N any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. Roofs 20 PSF or 300 Area load is reducible. At-Rest Lateral Pressure (restrained) 55 PSF/FT ~ "' Braced Frame GL Glue Laminated Timber RET Retaining LB Point load per note Seismic Lateral Pressure 6.5H PSF ^^,, C SITE VERIFICATION: The contractor shall verifyall dimensions and conditions at the site. Conflicts between the draw- (2), See above for BRG Bearing GWR Gypsum Wall Board SCBF Special Concentric W Cl) Coefficient of Sliding Friction 0.42 BT-WN Between HDR Header Braced Frame > a Le ings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the Snow Load Note: Assumed value of bearing pressure has been used to design/4foundation system. This value needs to be con- C Camber HF Hem-Fir SCHED Schedule work. firmed by the design of the soil improvement system or a redesign of the foundation system will be required. CB Castellated Beam HGR Hanger SFRS Seismic Force- T ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities riot to earth (1) Top rail shall be designed to resist 50 PLF line load or 200 Ib point load applied in any direction at any point. Interme- C'BORE Counterbore HD Hold-down Resisting System 1 9 P FOUNDATIONS and FOOTINGS: Foundations shall bear on soil that has been adequately improved according to the diate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally ap- CL Centerline HORIZ Horizontal SHTHG Sheathing Iti work, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and recommendations of the Geotech report. o plied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be considered separatelyCLT Cross-Laminated Timber HP High Point SIM Similar o not necessarily complete. with worst case used for design. CIP Cast in Place HSS =TS (Hollow Structural Section) SLBB Short Leg Back-to-Back 2 Place 300 lb concentrated load over 2"x2" area at anypoint toproduce maximum stress. Area load and concentrat- FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the foot- ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with ode ( ) CJ Construction or IBC International Building Code SMF Special Moment Frame N P 9 P Y Ings, locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the uate technical documentation (proper test report, etc.) to the Architect/Engineer for review. Alternate materials that are ed load are to be considered separately with worst case used for design. Control Joint ID Inside Diameter SOG Slab on Grade q (p p p 9 exterior perimeter footings bear no less than 18 inches below finish grade, or as otherwise indicated by the geotechnical (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. CJP Complete Joint IE Invert Elevation SP Southern Pine submitted without adequate technical documentation or that significantly deviate from the design intent of materials spec- engineer or building official. p (4) Apply concentrated wheel load over 4-112"x4-112" square area. Penetration IF Inside Face SPEC Specification may be returned without review. Alternates that require substantial effort to review will not be reviewed unless au- (5) Floors for Business Group B (Offices) Occupancy shall be designed with a basic floor Live Load plus an additional 15 CLR Clear INT Interior SQ Square thorized by the Owner. SLABS-ON-GRADE: All slabs-on-grade shall bear on compacted structural fill or competent native soil per the geotech- PSF (minimum) live loading for moveable partitions. nical report. All moisture sensitive slabs-on-grade or those subject to receive moisture sensitive coatings/covering shall CLG Ceiling k Kips SR Studrail (6) Unless otherwise noted, point loads to be distributed over a 2.5ft x 2.5ft area and located to produce maximum load CMU Concrete MasonryUnit KSF DESIGN CRITERIA AND LOADS be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade prepared and installed as Kips Per Square Foot SF Square Foot effects on structural members. noted in the geotechnical report, barrier manufacturer's written recommendations and coordinated with the finishes spec- COL Column LF Lineal Foot SST Stainless Steel ified by the Architect. CONC Concrete LL Live Load STAGG Stagger/Staggered ■ OCCUPANCY: I Risk Category of Building per 2014 OSSC Table 1604.5 = I II DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES CONN Connection LLBB Long Leg Back-to-Back STD Standard ■ LOADS (PSF) UNO CONST Construction LLH Long Leg Horizontal STIFF Stiffener Fie-- THIS WIDTH SHOULD BE 3" Roof Dead Load, Total 15 PSF For Pre-Fabricated Wood Truss CAST-IN-PLACE CONCRETE CONT Continuous LLV Long Leg Vertical STL Steel Top Chord 10 PSF design, C'SINK Countersink LP Low Point STRUCT Structural Bottom Chord 5 PSF REFERENCE STANDARDS: Conform to: CTRD Centered LONGIT Longitudinal SWWJ Solid Web Wood Joist WIND DESIGN: 1 MAIN WIND FORCE RESISTING SYSTEM (1) AC] 301-10 "Specifications for Structural Concrete" DIA Diameter LSL Laminated Strand Lumber SYM Symmetrical Wood Tie-Down System As Noted on Shear Wall Key (2) OSSC Chapter 19 "Concrete" DB Drop Beam LVL Laminated Veneer Lumber T Top Ultimate Design Wind Speed, VuLT (MPH) 120 Plans (3) ACI 318-14 "Building Code Requirements for Structural Concrete" DBA Deformed Bar Anchor MAS Masonry T/ Top Of Exposure Category B (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" DBL Double MAX Maximum T&B Top& Bottom Gyperete Topping 10 PSF 1" per Architect DEMO Demolish MECH Mechanical TC AX LD Top Chord Axial Load Internal Pressure Coefficient Cpi = fl- 0.18 FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications DEV Development MEZZ Mezzanine TCX Top Chord Extension for Structural Concrete (ACI 301 with Selected ACI and ASTM References." DF Douglas Fir MFR Manufacturer TDS Tie Down System u Topographic Factor Kzt = 1.0 ) g Y Roof Terrace Pavers 25 PSF Occurs at outdoor community DIAL Diagonal MIN Minimum T&G Tongue & Groove Wind Analysis procedure used: Envelope terrace CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and OSSC Section 1904.1. DIST Distributed MISC Miscellaneous THKND Thickened DL Dead Load NIC Not In Contract THRD Threaded . MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mix- DN Down NLT Nail-Laminated Timber THRU Through ing water and admixtures. DO Ditto NTS Not To Scale TRANSV Transverse DP Depth/DeeprawingOC On Center TYP Typical WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) SUBMITTALS SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table DWG Drawing OCBF Ordinary Concentric Braced UBC Uniform Building Code below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 26.4.3.1 (E) Existing Frame UNO Unless Noted Otherwise SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual (b). EA Each OD Outside Diameter URM Unreinforced Masonry materials sections and for bidder designed elements. EF Each Face OF Outside Face Unit ■ TABLE OF MIX DESIGN REQUIREMENTS EL Elevation OPNG Opening VERT Vertical ■ SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORK- ELEC Electrical OPP Opposite W Wide ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. Member Strength Test Age Nominal Exposure Max Air Con- Notes ELEV Elevator OWSJ Open Web Steel Joist W/ With N % Type/Location fc(psi) (days) Maximum Class W/C tent (1 to 8 Typical EMBED Embedment OWWJ Open Web Wood Joist W/O Without .. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall re- Aggregate Ratio UNO) EQ Equal PL Plate WHS Welded Headed Stud , .}, �'` view the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be EQUIP Equipment PAF Powder Actuated Fastener WP Working Point . � CD '' `�` ' , 1 verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer Foundations 4000 28 1" - - - 11 EW Each Way PC Precast WWF Welded Wire Fabric . o �'� 3 I i 2 ,J and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. Interior Slabs on Grade 3000 28 1" - 0.50 - 9 EXP Expansion PERP Perpendicular ± Plus or Minus 1 $ ami F tiDa� .^` I J SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general Exterior Topping Slabs 4000 28 1" 5% L t ae n4 <� I i conformance with the design concept and the contract documents of the building and will stamp the submittal according- ro on �.`. ,-1. 1 5 i ly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and Mild Reinforced Columns 5000 28 1" - 0.45 - 9 00a ca ^' '1, ', t specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard - ' PT Beams and Slabs 28 �i 5. �'� t 2 ZONE 1 2 copyor electronic). For hard copysubmittals, the contractor is responsible for submittingthe required number of copies 6000 3/<" Cl0.45 9 2 10-16-2018 PLAN CHECK RESPONSE ., 1 P q p stressing ,. .- r, co �a to the SER for review. 1 10-05-2018 PLAN CHECK RESPONSE ,� .LpN a N f F I SHOP DRAWING DEVJATIONS: When shop drawings (component design drawings) differ from or add to the require- Table of Mix Desion Reauirements Notes: Q Revisions ments of the structural drawings they shall be designed and stamped by the responsible SSE. o ko 5 5 , (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Maxi- (2 08-21-2018 BUILDING PERMIT SET 0 3 4 1 2 : J 3 DEFERRED SUBMITTALS mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements ._ given in ACI 318 Section 19.3. N issues PI BIDDER-DESIGNED ELEMENTS .e 8 N a a (2) Cementitious Materials: ,� ■ ,2a Submit "Bidder-Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be = m ■ DCI Protect Number Drawn by Checked by F- submitted to the cityfor royal, if required bythe city. a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and ia 17031 0064 AW DS U PP q - 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and ap- n proved otherwise by SER. ISOMETRIC VIEW PLAN VIEW Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall be comply o to with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by OSSC. o 2) Design within the Deflection Limits noted herein and as specified or referenced in the OSSC. 7 a) EFFECTIVE WIND AREA(SQ. FT) 3) Design shall conform to the specifications and reference standards of the governing code. E 0 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. o 2c-) IMMII J b. Engineered component design drawings are prepared, stamped and signed by the SSE. m tU c. Product data, technical information and manufacturer's written requirements and Agency approvals a Q W STRUCTURAL GENERAL as applicable. ~ a d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of 2 m NOTES, LEGEND, ce similar nature and generally equivalency which is recognized by the Code and acceptable to the Au- a- Lil thority Having Jurisdiction. Submit adequate documentation of design. 2 o ABBREVIATIONSco SHEET °- LIST Ncc'3 0 m co 0-1 ';vrn E O 1 � m m -_ L.LHa co Q s100 v n 0 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 IN 4 ■ 3 ■ 2 M. 1 10 • 9 • 8 • 7 • 6 • 5 • 4 • 3 • 2 • 1 b. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Ta- SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to"Typical Lap Splice and Development Length Sched- DCI approval is received. Basic elongation tolerance is ±7% from calculated. Out of tolerance tendons will be approved CONTROL AND EXPANSION JOINTS: Reference Drawings for typical details of MasonryControl and Expansion ble 4.2.2.1. Acceptance of lower cement content is contingent on providingsupporting data to the SER for ule"forg P p pp gtypical reinforcement splices. Splices indicated on individual sheets shall control over the schedule. Mechanical by the EOR on a case by case basis. Joints. Location of control and expansion joints shall be approved by SER. Unless otherwise indicated on drawings, review and acceptance. connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) and rein- install control and expansion joints at the following: c. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). forcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 125 per- CUTTING: Conform to PTI Specification Sec. 3.5.1 "General." Tendons may be cut by means of oxyacetylene torch, (1) Continuous Walls:Vertical joints at the lesser of 1.5 times the wall height or 25 feet on center maximum. pasi cent of the specified tensile strength of the splices bar. abrasive wheel or hydraulic shears. When usingoxyacetylene do not direct flame toward wedges. Strand length (2) Corners and Intersecting Walls: First vertical from the corner at lesser of 1.25 times the wall height or 16feet. cutting g g jointg eel (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. protruding beyond the wedges after cutting shall be between l/"and%". (3) Abrupt changes in wall eight and wall thickness,such as adjacent to columns or pilasters. "�--•-__ If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1-%%. Air STUDRAILS:Where studrails are indicated on the drawings the following systems are acceptable. Studrails(also re- content shall be measured at point of placement. ferred to as punching shear resistor rails)shall conform to ASTM A1044 and be fabricated and installed in strict accord- COATING & CAPPING: Conform to PTI Specification Sec. 3.5.2 "Aggressive Environments." Install the grease-filled TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction. Reference fJ ance with the applicable ICC-ESR report and manufacturers instructions, using chairs provided by the manufacturer to plastic caps as soon as possible. "CONTRACTOR RESPONSIBILITIES"section for further information and requirements. I L L (4) Aggregates shall conform to ASTM C33. position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER for approval. STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3"Stressing Pockets." ARCHITECTS _ (5) Slump: Conform to ACt 301 Section 4.2.2.2. Slump shall be determined at point of placement. POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) 1. Decon"Studrails"—ICC ESR-2494 (1) Preparation: Clean the inside surfaces of the pocket to remove laitance and grease. Coat inside surfaces with a (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies—ICC ESR-3264 resin bonding agent after cleaning at the contractor's discretion. 1 7 5 0 BLANKENSHIP ROAD 3. Conco Companies Headed Shear Stud(PSR)Reinforcement Assemblies—ICC ESR-3317&3619 REFERENCE STANDARDS: Conform to: (7) Non-chloride accelerator: Non-chloride accelerating admixture may be used in concrete placed at ambient temper- (2) Filling: Fill pockets with non-metallic non-shrink grout. Grout shall not contain chlorides or other chemicals deleted- 1) OSSC Chapter 19"Concrete" SUITE 4 4 o atures below 50°F at the contractor's option. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes#3 through#5 maybe ous to the prestressing steel. 2) ACI 318-14"Building Code Requirements for Structural Concrete" WEST L I N N. OREGON 9 7 0 6 8 field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not 3) OSSC Chapter 21 "Masonry" (8) ACt 318, Section 19.3.1.1 exposure classes shall be assumed to be FO, S0, P0, and CO unless different exposure be bent past 45 degrees. EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other 4) ACI 530-13/ASCE 5-13/TMS402-13"Building Code Requirements for Masonry Structures" TEL 503 . 305 . 8033 FAX 503 . 305 .8034 classes are listed in the Table of Mix Design Requirements that modify these base requirements. equipment shall be cast into the slab. Drilled or powder-driven fasteners will not be permitted except as noted below. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum POST-INSTALLED ANCHORS: Install onlywhere specifically shown in the details or allowed bySER. All post-Installed (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrication. Immediately before concrete is placed,the position of tendons shall be marked on the forms with a material which leaves anchors types and locations shall be approved bythe SER and shall have a current ICC-Evaluation ServicReport that measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construe- a physical impression on the underside of the slab. Congested areas shall be entirely marked off. Contractor's proposed PP P • tion. TABLE of MINIMUM CONCRETE WALL REINFORCING method of marking tendons shall be submitted and reviewed by the SER and architect before starting construction. provides relevant design values necessary to validate the available strength exceeds the required strength. Submit cur- • wimaiwwwwwwwwwwwwwwwimamowwwmomami there may be areas where marking of the slab is not allowed for architectural and or concrete cover reasons. rent •manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre-approved an- Note:FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories? Removal of Forms Wall Thickness HORIZONTAL Bars VERTICAL Bars Location chor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturer's printed installation instructions shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f' c. Reshoring shall conform to 6" #4 12"OC #4 12"OC center in wall Drilled-in concrete anchors and powder-driven fasteners shall be placed a minimum distance equal to the slab thickness shall(MPll) in conjunctionora with edge distance, spacing and embedment depth as indicatediingfor alln ther drawings. ucttThes contractor @ @ arrange for manufacturer's field representative to provide installation training products to be used, prior to Section 2.3.3. In addition, mild reinforced (non post-tensioned) slabs shall be continuously reshored for a minimum of 14 12" 12" away from marked tendon locations. No anchors or fasteners shall be placed within a distance of five times the slab the commencement of work. Onlytrained installer shallperformpost installed anchor installation. A record of training days following placement of concrete or 7 days after concrete has reached 0.75 f'c,whichever is longer. [Contractor shall 8 #5 @ OC #5 @ OC center in wall thickness from the face of any column. Exception: Powder-driven fasteners with 5/8-inch maximum embedment may be a -, -1 shall be kept on site and be made available to the SER as requested. Adhesive anchors installed in horizontally or up- submit formwork removal and reshore installation procedure and drawings as applicable sealed by a professional engi- 10" #4 @ 16"OC EF #4 @ 16"OC EF EF=each face installed at any location on the slab. No reinforcing steel, concrete, or post-tensioning tendons shall be damaged by an- wardly inclined orientation shall be performed by a certified adhesive anchor installer (AAI) as certified through ACl/ r - - --a '- neer licensed in the state where the project is located for the SER's information.] chors or fasteners. CRSI or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to com- t 1 I _ 12" #4 @ 12"OC EF #4 @ 12"OC EF EF=each face mencement of installation. No reinforcing bars shall be damaged during installation of post-installed anchors. Special r r # _ "''�• MEASURING. MIXING.AND DELIVERY: Conform to ACI 301 Section 4.3. REINFORCED UNIT MASONRY inspection shall be per the TESTS and INSPECTIONS section. Anchor type,diameter and embedment shall be as indi- E n [1 n seRso cated on drawings. (.s HANDLING. PLACING. CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- REFERENCE STANDARDS:Conform to: 921 SW Washington Street, Suite 560 crating shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10. POST-TENSIONED CONCRETE Portland, Oregon 97205 1) OSSC Chapter 21 "Masonry." 1. ADHESIVE ANCHORS: The following Adhesive-type anchoring systems have been used in the design and P:(503)242-2448 www.dci-engineers.com CONCRETE CURING: Provide curing compounds for concrete as follows: REFERENCE STANDARDS: 2) ACI 530-13/ASCE 5-13/TMS 402-13 "Building Code Requirements for Masonry Structures." Herein referenced shall be used for anchorage to CONCRETE and MASONRY, as applicable and in accordance with come- I v t t— / ST FI tJ c-ru Ft A. _ (1) ACt 301-10"Specifications for Structural Concrete, Sec.9"Prestressed Concrete." as MSJC. sponding current ICC ESR report. Reference the corresponding ICC ESR report for required minimum age a Copyright 052018 D'Amato Conversano Inc.All Rights Reserved (1) Use membrane curing compounds that are compatible with and will not affect surfaces to be covered with finish (2) ACI 423.7-14"Specification for Unbonded Single Strand Tendon Materials 3 ACI 530.1-13/ASCE 6-13/TMS 602-13"Specification for Mason Structures." Herein referenced as MSJC.1. of concrete, concrete n icondition, li Thu�hrnAt,andthe eemaosand niromOsmaynot on„e,�n whole or materials applied directly to concrete. (3) PTI "Specification for Unbonded Single Strand Tendons", 2nd Edition (2000) (hereafter designated "PTI Specifica- ) " • P Masonry c c e ra ge, mo moisture ght weight concrete, and holy drilling and ern anoI c.q�Ga.nsany�,"ns�tl�tor houneutetl " P9 9 P 4) ACI SP-66 ACI Detailing Manual"including ACI 315"Details and Detailing of Concrete Reinforcement." preparation requirements. Drilled-in anchor embedment lengths shall be as shown on drawings, or not less °� (2) Apply curing compounds at a rate equivalent to the rate of application at which curing compound was originally tion"). 5) ANSI/AWS D1.4"Structural Welding Code-Reinforcing Steel." than 7 times the anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a tested for in conformance to the requirements of ASTM C 309-07 and the manufacturer's recommendations. minimum of 21 days, unless otherwise specified in the ICC ESR report. SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings."Submit the following items for review: SUBMITTALS: Conform to MSJC.1 Section 1.5. Submit shop drawings for review including: (3) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 (1) Coordination Drawinas: Submit drawings showing size and location of all slab penetrations, blockouts, conduit, • hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or 1) Masonry reinforcement, size, layout, and grade in accordance withplans. a. HILTI "HIT-HY 200" — ICC ESR-3187 for anchorage to CONCRETE with embedment depth less roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after embeds and other items which may affect tendon placement. 2) Material certificates for all Steel Reinforcing, Anchors, Ties and etal Accessories certifying compliance with than or equal to 20 bar diameters • initial application. Maintain continuity o€coating and repair damage during curing period. (2) Shop Drawings. Submit shop drawings in accordance with AC1 301 Sec. 9.1.2.1 "Drawings." Include the following required strength, grade and ASTM standards. b. HILTI "HIT-RE 500 V3"—ICC ESR-3814 for anchorage to CONCRETE with any embedment depth information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, 3) Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Proportion Speci- (4) Use curing compound compatible with and applied under direction of system manufacturer of protective seater. g ( g g fication Property Specification. c. SIMPSON "SET-XP" — ICC ESR 2508 for anchorage to CONCRETE], [IAPMO 265 for anchorage location, details, materials and stress rade where applicable)of tendons and accessories, including anchorages, (5)Apply two separate coats with first allowed to become tacky before applying second. Direction of second applica- stressing pockets, and couplers;jack clearances;jacking procedures; stressing sequence; initial tensioning forces, 4) Location of expansion and control joints. to MASONRY tion shall be at right angles to direction of first. tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and d. HILTI "HIT-HY 70"—ICC ESR-3342 for anchorage to MASONRY Only ,cpkUCTU details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop 5) Product Information, ICC ESR Reports and Material Certifications certifying compliance for all non-pre-approved - - CJ PROpe 4c CONSTRUCTION JOINTS:Conform to ACI 301 Sections.2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be beat- drawings shall be stamped by a structural engineer registered in the State of Oregon. Post-Installed Anchors. 2. EXPANSION ANCHORS: The following Expansion type anchors are pre approved for anchorage to CON " NF Sip ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and " " CRETE or MASONRY in accordance with corresponding current ICC ESR report: %F:4‘'''‘,..‘01 k` O approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland (3) Stressing Records: Conform to PTI Specification Sec.1.5.7 Stressing Records. Submit for review. The spacial STRENGTH: The assumed compressive strength of the masonry assemblage, fm, is [2000] psi based on MSJC.1 Sec- " 4r. 7ase>sPE � -1' cement grout or roughening the surface is not required unless specifically noted on the drawings. inspector shall complete all stressing records. tion 1.4B for concrete and claymasonry. a. HILTI`KVVIK BOLT TZ —!CC ESR-1917 for anchorage to CONCRETE Only g 9q P Y 9 ' elf; "- (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of b. SIMPSON "STRONG-BOLT 2"—ICC ESR-3037 for anchorage to CONCRETE Only 'L EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- strand. Contractor shall keep reports on file for duration of project. MATERIALS: c. POWERS"POWER-STUD+SD2"—ICC ESR-2502 for anchorage to CONCRETE Only ORE ON structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- (5) Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the du- " t,. .,� o,� "POWER-BOLT+ —ICC ESR-3260 for anchorage to CONCRETE Only 4. 4941 23,2,0s ration of the project. PCF) units. Provide 2000 psi compressive strength to achieve masonry assembly strength indicated above un- P� GROUT: Use 7000 psi non-shrink grout under column base plates. (6) Sheathing and P-T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file der STRENGTH. e. POWERS"POWER-STUD+SD1" �(— ICC ESR-2966 for anchorage to MASONRY Only EY CNA P'\' the duration of the project. f. SIMPSON "WEDGE-ALL"—ICC ESR-1396 for anchorage to MASONRY Only EXPIRES: 12-31-19 GROUTED REBAR: See Post-Installed Anchors to Concrete. (7) Calculations: Submit calculations prepared bya SSE indicating:the forceprovided,the specified prestressingloss- 2) Mortar:Conform to ASTM C270,Type S, and OSSC Section 2103.2"Mortar." p p p g. HILTI"KWIK BOLT 3—ICC ESR-1385 for anchorage to MASONRY Only POST-INSTALLED ANCHORS to CONCRETE:Anchor location, type, diameter and embedment shall be as indicated on es, the final working stresses and the stressing sequence. The design shown in the drawings is based on a final 3) Grout: Conform to ASTM C476 and OSSC Section 2103.3 Proportion Specifications. Use fine grout except 3. SCREW ANCHORS: The following Screw effective force in each tendon of 26.8 kips. g type anchor is pre-approved for anchorage to CONCRETE or drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed Anchor Adhesives. An- coarse grout may be used where permitted by MSJC Table 3.2.1. MASONRY in accordance with corresponding current ICC ESR report: a chors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). POST-TENSIONING MATERIALS FOR ENCAPSULATED SYSTEMS: All Post-Tensioning shall consist of a fully • Special inspection shall be per the TESTS and INSPECTIONS section. g y 4) Reinforcing Bars: Conform to ASTM M15, Grade 60 deformed bars and OSSC Section 2103.14 unless noted a. SIMPSON "T1TEN HD"—ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for MASONRY "encapsulated system". otherwise. Lap Splices shall be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 2.7. Only] JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. (1) Strand: ASTM A416, Grade 270, '/2" diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 b. HILTI"KWIK HUS-EZ"—ICC ESR-3027 for anchorage to CONCRETE Only "Prestressing Steel." Strands shall originate from a PTI certified plant. 5) Joint Reinforcement: Conform to ASTM A951 and OSSC Section 2103.4. SHRINKAGE: Conventional and post-tensioned concrete slabs will continue to shrink after initial placement and stressing c. POWERS"SNAKE"—ICC ESR-2272 for anchorage to CONCRETE Only] of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tol- (2) Sheathing: Conform to PTI Specification Sec. 2.3"Sheathing,"including section 2.3.5"Aggressive Environments." 6) Anchors.Ties and Accessories: Conform to OSSC Section 2103.4 and MSJC.1 Section 2.4D. erance for expected structural frame shrinkage and shall include, but not be limited to:curtain wall, dryvit, storefront, sky- (3)Anchorages & Couplers: Conform to PTI Specification. Sec. 2.2 "Anchorages and Couplers", including Sec. 2.2.6 d. POWERS"TAPPER+"—ICC ESR-3068 for anchorage to MASONRY Only] light,floor finish, and ceiling suppliers.Contact Engineer for expected range of shrinkage. "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at all stressing 7) Water: Shall be clean and potable. e. POWERS "WEDGE-BOLT+" — ICC ESR-2526 for CONCRETE Only and ICC ESR-1678 for MA- CO ends. Tendon anchorages and couplings shall be designed to develop static and dynamic strength requirements of SONRY Only .4....0 FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expan- Section 2.2.1.1 and Section 2.2.1.2. Castings shall be nonporous and free of sand, blow holes, voids, and other 8) Admixtures:Admixtures shall not be used unless approved by SER. C sion joints to help minimize cracking of finishes with cementitious setting beds or finish properties (tile, stone, terrazzo, 1,,, defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- u, 43,)concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor 9) Post-Installed Anchors in MASONRY: Reference the POST- INSTALLED ANCHORS section for applicable Post- STRUCTURAL STEEL W casting or tendon sheathing. For wedge type anchorages, wedge grippers shall be designed to precluded prema- Installed Anchors to Masonry. E CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall ture failure of prestressing steel due to notch or pinching effects under static and dynamic test load conditions per REFERENCE STANDARDS: Conform to: accommodate a typical future vertical movement at each floor of'/z inch or 0600, whichever is greater, due to variable Section 2.2.3, for low relaxation prestressingsteel materials. Componentparts from different manufacturers shall 10) Second-Hand Units:Shall not be used unless approved by SER. 1) OSSC Chapter 22—"Steel" o live loading and creep. This displacement will occur at the free end of cantilever beams and at midspan of edge slabs " rn not be used without substantiating test data. 2) ANSI/AISC 303-10—"Code of Standard Practice for Steel Buildings& Bridgesa) and beams. QUALITY ASSURANCE(fm=2000 os!):Conform to OSSC Section 2105"Quality Assurance". 3) AISC—"Manual of Steel Construction", Fourteenth Edition(2010) � p —Ur (4) Repair Tape: Conform to PTI Specification Section 3.2.5. 4) ANSI/AISC 360-10—"Specification for Structural Steel Buildings" a --' At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to 5 Anchor Cap: Grease capsand clear/translucent greased trumpets or the zero void system b General Technolo- 1) Masonry Units:A letter of certification from the manufacturer of the units shall be provided to the SER prior to the 5} AWS D1.1:2010—"Structural Welding Code—Steel" m - . shrinkage and post-tensioning. Calculation of the amount of shortening is the responsibility of the design /construction ( ) las Incorporated GTI or roved equivalent)at the P-T anchors shall be used to provide watertight connections delivery of the units to the jobsite to ensure the units comply with the compressive strength specified above and 6) 2009 RCSC—"Specification far Structural Joints using High-Strength Bolts" a' a 9 rP (GTI) PP q } P 9 < t— o team as a whole and shall be agreed upon in a preconstruction meeting. The connections shall also accommodate typi- between the P-T sheathing and anchors. ASTM C-90-14. cal slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general n� = °- • contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted 2) Mortar: No mortar testing is required. SUBMITTALS: Submit the following documents to the SER for review: a W > c The cladding shall be installed to the proper design plan location. with sealing device.Cap shall allow minimum 1-%"protrusion of strand beyond wedges. ¢ a) 3) Grout: A letter of certification from the supplier of the grout shall be provided to the SER prior to delivery of the 1 SHOP DRAWINGS complying = -0 Q STRENGTH TESTING AND ACCEPTANCE: (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open grout to the jobsite to ensure that the grout complies with ASTM C 476. ( } with AISC 360 Sections M1and N3 and AISC 303 Section 4. cNi -0 c to allow passage of strand with minimum /. chimney extension of cap. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. C ti N Testing,: Obtain samples and conduct tests in accordance with AGI 301 Section 1.6.3.2. Additional samples may be (c) Coating Material:Wedge area and plastic cap shall be completely filled with same grease used along length DELIVERY, STORAGE AND HANDLING: Delivery, storage and handling of materials used for masonry construction Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in elec- 0 o required to obtain concrete strengths at alternate intervals than shown below. of strand. shall be per MSJC.1, Section 1.7. tronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: > • Cure 4 cylinders for 28-day test age.test 1 cylinder at 7 days,test 2 cylinders at 28 days, and hold 1 cylinder in (6) Sleeve and Grommet:A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" section of the < N- P P P P 1 Fabricators written Quality Control Manual that includes, as a minimum: reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the re- vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10" long. A grommet ( ) STRUCTURAL GENERAL NOTES serve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into an- . a. Material Control Procedures chor casting or tendon sheathing. b. Inspection Procedures c5F • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, ANCHORS, TIES AND CONNECTORS: Masonry anchors, ties and connectors shall be as specified on structural draw- c. Non-conformance Procedures o additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- CORROSION INHIBITING COATING:Conform to PT1 Specification Sec.2.4"P-T Coating." Ings. Consult architectural drawings for masonry anchor ties not included on the structural drawings. (2) Steel&Anchor Rod suppliers' Material Test Reports (MTR's)indicating the compliance with specifications. ments. (3) Fastener manufacturer's Certification documenting conformance with the specification. N EMBEDDED ITEMS: Embedded Items and Accessories shall be in accordance with MSJC Section 6.1 and installed in (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: • OTHER MATERIALS: Conform to notes for CAST-IN-PLACE CONCRETE and CONCRETE REINFORCEMENT sac- accordance with MSJC.1 Section 3.3D. Position and Secure in lace expansion joint material, anchors and other strut- tions, except all admixtures shall be chloride free unless approved by the Engineer. P 1 a. Product specification compliance Acceptance. Strength is satisfactory when: tura) and non-structural embedded items before placing grout. Contractor shall refer to structural, architectural, mechani- b. Recommended welding parameters (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. cal,electrical,plumbing,etc.and coordinate all embedded items. c. Recommended storage and exposure requirements includingbaking PRE-CONSTRUCTION MEETING: The contractor shall arrange a pre-construction meeting. The contractor, structural g P q engineer-of-record, subcontractors involved with the post-tensioning work, representatives of the AHJ and represents- d. Limitations of use (2) No individual test falls below the specified strength by more than 500 psi. POST-INSTALLED ANCHORS to MASONRY: Anchor location, type, diameter and embedment shall be as indicated on (5) Welded Headed(Shear)Stud Anchors Manufacturer's certification indicating the meet specifications. lives of the special inspection agency shall attend this meeting. drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-installed Anchor Adhesives. An- (6) Weld Procedure Specifications (WPS's)for A"test"for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at shop eact field welding. chors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). (7) Manufacturer's Certificates of Conformance for electrodes,fluxes and gases(welding consumables). the specified test age. HANDLING. STORAGE. SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. Special inspection shall be per the TESTS and INSPECTIONS section. (8) Procedure Qualification Records(PQR's'for WPS's that are not prequalified in accordance with AWS. • IIIIIIIIINIIIIIIINNIIIIIIIIMIIIIIIIIMIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIMIIIIIMIIIII INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2"Tendon Installation." (9) Welding personnel Performance Qualification Records(WPQR)and continuity records conforming to AWS • CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in ac- standards N-- THIS WIDTH SHOULD BE 3" Amoi (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings cordance with OSSC Sections 2106, [2107, and 2108] and MSJC Section 6.1. Masonry shall be constructed within the unless noted. Dimensions shown on drawings locate the Center of Gravity (c.g.) of the tendon from the bottom of tolerances specified in the MSJC. Unless otherwise noted on the plans, the minimum wall reinforcement shall be as fol- MATERIALS: the slab or beam. Low points are at mid-span unless noted otherwise. lows: Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not CONCRETE REINFORCEMENT (2) SUPPORTS:Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plac- limited to: REFERENCE STANDARDS:Conform to: ing of concrete. TABLE of MINIMUM REINFORCING Structuraltde Flange(S), (M)),Tee(P)1T)ShapesShases ASTM A992, Fy=50 ksi (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Sup- 3 TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. &(HP) ASTM A36, Fy=36 ksi ports." ( ) 9 9 P Running Bond Stack Bond Hor- Channel (C)&Anglo(L)Shapes ASTM A36, Fy=36 ksi Wall Thickness Vertical Bars Horizontal Bars izontal Bars Structural Plate(PL) ASTM A36, Fy=36 ksi (2) ACI SP-66(04)"ACI Detailing Manual" (4) TOLERANCES:Vertical deviations in tendon location shall not exceed the following nor maximum cover deviations High Strength Plate(Gr 50 PL) ASTM A572, Fy=50 ksi (-) (3) CRSI MSP-09,28th Edition,"Manual of Standard Practice." per ACI 117: 4" #4 @ 16"OC #4 @ 32"OC #4 @ 32"OC Hollow Structural Section—Square/Rect(HSS) ASTM A500, Grade B Fy=46 ksi (4) ANSI/AWS D1.4: 2005, "Structural Welding Code-Reinforcing Steel." a. ± 1/4"for member thickness less than 8" 6" #5 @ 24"OC #5 @ 32"OC #6 @ 40"OC High Strength, Heavy Hex Structural Bolts ASTM A325/F1852,Type 1 or 3, Plain (5) OSSC Chapter 19-Concrete. b. ±3/8"for member dimensions from 8"to 24" Heavy Hex Nuts ASTM A563, Grade and Finish per RCSC Table 2.1 (6) ACI 318-14"Building Code Requirements for Structural Concrete." c. ± 1/2"for member dimensions more than 24" 8" #5 @ 24"OC (2)#4 @ 48"OC (2)#5 @ 48"OC Washers(Hardened Flat or Beveled) ASTM F436, Grade and Finish per RCSC Table 2.1 (7) ACI 117-10"Specifications for Tolerances for Concrete Construction and Materials" Anchor Rods(Anchor Bolts,typical) ASTM F1554 Gr. 36 12" #6 @ 32"OC (2)#5 @ 48"OC (2)#6 @ 48"OC ' SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals." Submit placing drawings showing fabrication dimensions SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5"Sheathing Inspection." Anchor Rods(High Strength) ASTM F1554, Gr. 55(weldable)per Supplement S1 Mild Threaded Rods ASTM A36, Fy= 36 ksi andplacement locations of reinforcement and reinforcement supports. (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. Fy50 ksi P Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at alt floor and roof lines and at the High Strength Threaded Rods ASTM A449, = (2) Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on opposite side of top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2'-O" past the High Strength Threaded Rods ASTM A193, Grade B7, Fy= 100 ksi MATERIALS: sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two 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 Welded Headed (shear)Stud Anchors ASTM A108—Nelson/TRW S3L ReinforcingBars ASTM A615, Grade 60, deformed bars. pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. intersections. Dowels to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting structure Welded Headed Stud(WHS)Anchors ASTM A108—Nelson/TRW H4L • .ASTM A706,1Grade 60, deformed bars. (3) Tape entire length of repaired area, spirally wrapping tape around repair toprovide at least two layers of tape.Tap- and be of the same size and spacing as wall reinforcing. Reinforcing steel shall be as specified under "MATERIALS" Dowel Bar Anchors(DBA) ASTM A496—Nelson/TRW D2L, Fy=70 ksi • p g p p y pp g p p Y P P Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bars shall be lapped a mini- Smooth Welded Wire Fabric ASTM A185 ing shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. mum 48 diameters or l'-6"minimum unless noted on the plans. STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: Deformed Welded Wire Fabric ASTM A497 iti Bar Supports CRSI MSP-09, Chapter 3"Bar Supports." CONCRETE PLACEMENT: Conform to PTI Specification Sec. 3.3. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on drawings. Do not 1) ASTM A325-N bolts—"threads NOT excluded in the shear plane". c Tie Wire 16 gage or heavier, black annealed. splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the 2) High-strength bolted joints have been designed as"BEARING"connections. m C Stud Rails ASTM A1044 TENDON STRESSING: Conform to PTI Specification Sec. 3.4"Tendon Stressing." plans,the minimum reinforcement for lintels in 8"masonry shall be as follows: 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. Lit, Headed Deformed Bars ASTM A970 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. ma SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the Engineer. (1) Openings uo to 42 inches wide: (2)#4 at bottom web of 8 inch deep lintel. 5) Provide Nut and Washer grades,types and finishes conforming to RCSC specification Table 2.1. 15 m e. EARTHQUAKE REQUIREMENTS: Longitudinal Bars in ductile frames shall conform to ASTM A706, Grade 60 or shall (2) Openings 42 to 78 inches wide: (2)#4 at bottom web of 16 inch deep lintel. 6) Provide fastener assemblies from a single supplier. ami conform to the following requirements: SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab tendons, and (3) Openings over 78 inches wide: Reinforce per drawings 7) Joint Types shall be: t to ra (1) Welding:Welding is not permitted except as specified in the drawings. Weld in accordance with AWS D1.4. then beam or banded tendons. a. ST-"Snug Tight",for typical beam end"shear"connections, unless noted otherwise. 8 c, m (2) Mill Tests: Submit mill certificates indicating physical and chemical properties. CONSTRUCTION: Masonry shall be constructed in accordance with OSSC Section 2104 "Construction"N , and MSJC.1 b. SC-"Slip Critical",where specifically indicated. Provide with Class B Faying surface. W m ta 'M (3) Yield Strength: Actual yield strength, based on mill tests, does not exceed the specified yield strength by more than SHORING: Shoring shall remain in place until tendons are stressed. Shoring •at closure strips and pour strips shall re- Part 3"Execution." 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. c �i 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) main in place until concrete placed in closure strip has attained design strength, unless noted otherwise on plan. 9) Inspection is per RCSC Section 9. r (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25.] COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with MSJC.1 L F- N 5- o CLOSURE STRIPS AND POUR STRIPS: Closure Strips and Pour Strips shall remain open for a minimum of 28 days Section 1.8C and 1.8D. ANCHORAGE to CONCRETE: (-Si FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66"ACI Detailing Manual." after stressing, unless noted otherwise on plan. Revisions 4 BLOCK PATTERN: Use running bond unless noted. For stack bond,follow criteria in MSJC Section 4.5. 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs welded to tops s L. t° WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. RESHORING:When reshorin is required, reference"DEFERRED SUBMITTALS"above in these notes. of Wide Flange Beams, shall be 3/4" diameter WHS with nominal stud lengths as indicated. Unless noted 4-g g' q 08-21-2018 BUILDING PERMIT SET o "Welding",AWS D1.4,and provide ASTM A706,grade 60 reinforcement. GROUTED CELLS: Fill all cells withgrout unless noted otherwise on plans. Minimum groutingspaces and construction otherwise, provide minimum shear stud height equal to the (metal deck depth + 1 '/Z"} and a maximum shear r, CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000psi at time of stressingas deter- p stud height that allows for%"of concrete cover over the stud. io y Dues P 9 shall be in accordance with MSJC Section 3.2 and MSJC.1 Section 3.5. m c IIIIMIIIIIIIMIIIIIIIIMIIIIIIIMIIIIIIIMMIIIIIMIIIIIMIIIIIMIIIIIIMIIIIIIMMIIIIIMIIIIIIIIIIMIIIIII a PLACING: Conform to ACt 301,Section 3.3.2"Placing."Placing tolerances shall conform to AC1 117. mined by a testing laboratory. 2) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (WHS) W N " « « GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC.1 Section 3.5C. or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2"die = ■ DCI Project Number Drawn by Checked 71 • CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 Stressing Jacks and Sec 3.4.2 Jack Calibration. Pro- • Concrete cast against earth 3" vide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. Masonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour, sea temporary bracing. WHS x 6" long but provide not less than 3/;' interior cover or 1 '/"exterior cover to the apposite face of concrete, w 17031-0064 AW DS unless noted otherwise. 2 ij :g immommimaimmismismimmmumme ce Concrete exposed to earth or weather 2" GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 5ft 4in. Grout Lifts shall not exceed i— Bars in slabs 3/4" ELONGATIONS: Conform to PTI Specification Sec. 3.4.3"Elongation Measurements."Measured elongations shall agree 3) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 a Q.otli to Bars in walls 3/4" with calculated values within ±7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cutting and spacing of intermediate reinforced bond beams. Grout Lifts exceeding 5ft 4in shall be approved by SER. pounds)shall be provided with a minimum of four 3/4" diameter anchor rods. Column base plates shall be at capping the tendons. REINFORCING COVER AND CLEARANCE REQUIREMENTS: Unless otherwise noted:Clear distance between paral- least%" thick, unless noted otherwise. Cast-in-place anchor rods shalt be provided unless otherwise approved 0 CAST-IN-PLACE CONCRETE COVER AND REINFORCING PROTECTION,: Conform to the following cover and corm- by the Engineer. Unless noted otherwise, embedment of cast-in-place anchor rods shall be 12 times the an- - N let bars (and between adjacent pairs of lap spliced bars) shall be equal to the adjacent bar diameter (for bars greater E } 76 sion protection requirements unless noted otherwise in the drawings: TENDON FORCES: Forces during and after stressing shall meet the following criteria: chor diameter(12D). o Maximum Force at Jacking 33.0 KIPS than#8), and not less than: 'a m J Reinforcement Location Minimum Cover Rebar Protection Maximum Force at Anchoring 28.9 KIPS 1) 1"at 8"and smaller block, 2) 2"at 10"block FABRICATION: m a STRUCTURAL GENERAL U Minimum Final Effective Force 26.8 KIPS 3) 3"at 12"block. 1) Conform to AISC 360 Stiction M2"Fabrication"and AISC 303 Section 6"Shop Fabrication". a .Q Footing Bottom Reinforcing 3" Uncoated f-' a o FootingTopReinforcingReinf2" UncoatedClearance (clear space) between the block and the reinforcing shall be: ,.� TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing." Finishing shall be completed within 3 1) 1/4"at fine grout 2) Quality Control (QC)shall conform to: 2..-a-- NOTES CONTINUED z Slab-on-Grade Reinforcing 2"from top Uncoated days of acceptance of stressing records. , " a. AISC 360 Chapter N"Quality Control and Quality Assurance"and u = °- Elevated PT Slab Top Reinforcing %" Uncoated 2) /2 at course grout. b. AISC 303 Section 8"Quality Control". Elevated PT Slab Bottom Reinforcing3/4" Uncoated Masonry Cover(including grout and block wall)at masonry face exposed to earth or weather shall be: CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressingc. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC LL.J m Y iNi Beams and DropBands 1-'/2"to ties Uncoated 1) 1 1/2"minimum •" 2 reports to DCI as soon as passible after stressing has been completed. DCI will promptly review and indicate if cutting of 360 section N3. El.Y N = T' Slab Top Reinforcing 1-%" Epoxy Coated tendons is acceptable. If all tendons are within tolerance, the contractor may cut excess strand at their own risk before 2) 2"for bars#6 and larger. 8 _ ('Si Slab Bottom Reinforcing 3/4" Epoxy Coated 3 fl Co Shear Walls Boundary Elements 1'/z"to ties Uncoated ani 0 m m N ��v 0 o slol 0 tz ,v 0 10 • 9 • 8 • 7 • 6 a 5 • 4 • 3 • 2 • 1 10 • 9 • 8 • 7 • 6 • 5 • 4 • 3 • 2 • 1 d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work is performed • Wood Structural Sheathina (Plywood):Wood APA-rated structural sheathing includes: all veneer plywood, oriented SPECIAL INSPECTIONS REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION -- in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the Ap- strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material with CONTINUOUS PERIODIC plicable Building Code. T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Ply- TYPE SPECIAL SPECIAL OSSC STANDARD = e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabrics- wood" based on Product Standard PS 1-09 by the U.S. Dept.of Commerce,and"Performance Standard for Wood- The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be per- INSPECTION INSPECTION II tors QA procedures provide the necessary basis for material control, inspection, and control of the work- Based Structural-Use Panels" based on Product Standard PS 2-10 by the U.S. Dept. of Commerce and "Plywood formed for this project. Special Inspec#ors shall reference these plans and OSSC Chapter 17 #or all special in- manship expected by the Special Inspector. Design Specification" based on APA D510C-12 by the American Plywood Association. Unless noted otherwise, spection requirements. 1.High Load Diaphragms 1705.5.1 �"- sheathing shall comply with the following table: The owner shall retain an "approved agency" per OSSC 1703 to provide special inspections for this project. a.Panel sheathing for grade and thickness X WELDING: Special Inspectors shall be qualified persons per OSSC 1704.2.1. j j 11) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- TABLE of SHEATHING-Use, Minimum Thickness and Minimum APA Rating Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the b.Nominalsizeofframingmembersatadjoiningpaneledges X - I-I tion J2. Welders shall be qualified in accordance with AWS D1.1 requirements. Architect/Engineer and the Authority Having Jurisdiction for review. In addition to special inspection reports c.Nail and staple diameters and lengths X - 2) Use 70ksi strength, low-hydrogen type electrodes(E7018)or E71T as appropriate for the process selected. and tests, submit reports and certificates noted in OSSC 1704.5 to the Authority Having Jurisdiction. Final spe- A R C H 1 T E C T S = 3) Weldingof high strength anchor rods isprohibited unless approved byEngineer. Location Thickness Span Rating Plywood Grade Exposure cial inspection reports will be required by each special inspection firmper OSSC 1704.2.4. d.Number of fastener lines,spacing between fasteners in each - g g PP g p p line and at edge margins x 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7"Stud Welding". Roof 19/32" 32/16 C-D 1 1 7 5 0 B L A N K i N S H I P ROAD STATEMENT OF SPECIAL INSPECTIONS: 2.Metal Plate connected wood trusses spanning 60 feet or greater Floor 23/32"T&G 24 OC STURD-I-FLOOR 1 This statement of Special Inspections has been written with the understandingthat the BuildingOfficial will: a individualporin truss member res trambrang a d permanentalx - 1705.5.2 SUITE 4 0 0 ERECTION: P p Review and approve the qualifications of the Special inspectors "Erection" "Erection". Walls 15/32" 32/16 C-D 1 - 3.Shear Walls(where fastener spacing of the sheathing is 4inches [1705.11.1] WEST L 1 N N, OREGON 4 7 0 6 3 1) Conform to AISC 360 Section M4 and AISC 303 Section 7 Erection . Monitor the special inspection activityon the project site to assure that Special Inspectors arequalified P p or lesson center) [1705.12.2] 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance"and AISC 303 Section 8. and performing their duty as state within this statement. TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 Review all Special a.Anchor Bolts including proper bottom plate sizes(2x and 3x) a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with - p c[al Inspection Reports submitted to them by the Special Inspector and plate washers - X formed in accordance with these requirements and the Contract Documents. panel continuous over two or more spans. End joints shall occur over supports. - Perform inspections as required by OSSC Section 110.3. b.Hold-downs(HD)and Continuous Rod Tie-Down Systems 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. (MS)including squash blocks and anchors to concrete - x 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", • Timber Connectors: Shall be"Strong Tie" by Simpson Company as specified in their latest catalog. Alternate con- The following Special Inspections are applicable to this project: • as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. nectors by other manufacturers may be substituted provided they have current ICC approval for equivalent or - Special Inspections for Standard Buildings (per OSSC 1705.1) REQUIRED c.A35 and LPT shear connectors - X 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7"Stud Welding. greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed - Special Inspections for Seismic Resistance(per OSSC 1705.11) REQUIRED d.Strap Connectors - X 6) Provide Headed(Shear)Stud Anchors welded through the metal deck to tops of beams denoted in plans. per the manufacturer's instructions. Where connector straps connect two members, place one-half of the nails or - Testing for Seismic Resistance (per OSSC 1705.12) REQUIRED 7) The contractor shallprovide temporary bracingand safetyprotection required byAISC 360 Section M4.2 and bolts in each member.Where straps are used as hold-downs, nail straps to wood framing just prior to drywall appli- - Special Inspections for Wind Resistance (per OSSC 1705.10) REQUIRED e.Boundary Edge Nailing - X p ry q cation, as late aspossible in the framingprocess to allow the wood to shrink and the buildingto settle. Premature p p AISC 303 Section 7.10 and 7.11. f. Plate Nailing and Panel Edge Nailing for size and spacing - X nailing of the strap may lead to strap buckling and potential finish damage. SPECIAL ISPECTION OF SHOP FABRICATED GRAVITY LOAD-BEARING MEMBERS AND ASSEMBLIES: • PROTECTIVE COATING REQUIREMENTS: Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than SpecialInspection of shop fabricated Gravity Load Bearing Members & Assemblies shall be verified by the g.Blocking - x I ;- y4 �"'"` • 1 SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the CCA, connectors shall be either batch hot-dipped galvanized (HDG), mechanically galvanized (ASTM B695, Class Special Inspector as stated in Section 1704.2.5 which includes the following: 4.Blocked and Unblocked Diaphragms(where fastener spacing of [1705.11.1] :: ro ect specifications. 55 minimum)stainless steel, or provided with 1.85 oz/sf of zinc galvanizing equal to or better than Simpson ?MAX the sheathing is 4 inches or less on center) [1705.12.2] rf p ] p finish. • Prior to the start of fabrication: Special Inspector(s), representing the Owner, shall visit the Fabricator's a.Blocking and strap connections - X - INTERIOR STEEL: shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication e f G II 11 e Com' �s s e 2 Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building and Quality Control procedures that provide a basis for inspection, control of workmanship, material control, b.Boundary edge and panel shear nailing size and spacing x 921 SW Washington Street, Suite 560 0 a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. and fabricator's abilityto conform to approved Construction Documents and referenced Standards. _ (.9 Pp 5.Moisture Content of wood studs,plates,beams,decking,and x Portland, Oregon 97205 • Concealed by the interior building finishes, • Fabricator shall have available for Inspector's review, detailed procedures for material control that demon- joists Fireproofed, • Fasteners (nails, bolts, screws, etc) attachingtimber connectors (joist hangers, post caps and bases, etc) to PT strates the fabricator's abilityto maintain suitable records andprocedures such that, at anytime duringthe P:(503)242-2448 www.dci-engineers.com • g p 6.Roof truss'hurricane clips' - X CIVIL / S T R U CT U RA L • Embedded in concrete, wood shall nave similar corrosion resistance properties (matching protective treatments)as the protected connect- fabrication process, the material specification, grade and applicable test reports for primary load-carrying ©Copyright 05.2018 D'Amato Conversano Inc.Al Rights Reserved • Specially prepared as a "flying surface"for Type-SC "slip-critical"connections including bolted connec- or. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood members, are capable of being determined. The document,and the ideas and designs may not be reused,in whole or part,without wntten parmesan f tions that form a part of the Seismic Force Resisting System governed by AISC 341 unless the coating shall be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153)or stainless steel. Verify the suit- to fromD'Amato Comersano Inc. D'Amato Comersano Inc.disclaim any responsibilty for as unauthorized conforms to requirements of the RCSC Bolt Specification and is approved by the Engineer. ability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. """- Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing POST-INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections REQUIRED SPECIAL INSPECTIONS AND TESTS FOR COLD-FORMED STEEL • requirement, if any,are satisfied. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes CONTINUOUS SPECIAL PERIODIC SPECIAL b, Interior steel, exposed to view, shall be painted with one coat 0f shop primer unless otherwise indicated in • Lao Bolts/Bolts: Conform to ASTM A307 and OSSC Section 2304.10. for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST IN- TYPE INSPECTION INSPECTION STALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approv- ■ the project specifications. Field touch-ups to match the finish coat or as otherwise indicated in the project • Nails and Stances: Conform to ASTM F1667 and OSSC Sections 2303.6 and 2304.10. al by the SER and require substantiating calculations and current 2015 IBC recognized ICC Evaluation Services(ES) 1.Welding of all elements of the seismic force specifications. Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements resisting system in accordance with OSSC - 3) EXTERIOR STEEL: Exposed exterior steel shall be protected byeither: • Enaineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist required within the applicable ICC Evaluation Services(ES)Report. Section 1705.12.3. X p and were used for the design as shown on the plans. Alternate products by other manufacturers may be substitut- 2.Screw attachment,bolting,anchoring,and a. Paint with an exterior multi-coat system as per the project specifications. Field touch-up painting shall be to ed provided the have current ICC approval for equivalent or greater load and stiffness properties and are re- PREFABRICATED CONSTRUCTION:All prefabricated construction shall conform to OSSC Section 1703. other fastening of components within the seis- ed top coat as per the project specifications. p Y p q g p p p mic force resisting system,including struts, p y p ( p ) viewed and approved by the Structural Engineer prior to ordering. [A HUD Material Release form is required for all braces,hold-downs,diaphragms and shear X 1 U(TUT b. Galvanizing: Unless protected with a paint system, exposed steel outside the buildingenvelope)shall be hot walls. R -dipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by the Archi- manufactured wood products listed below] _y,tp PR SCHEDULES OF SPECIAL INSPECTIONS: 3.Periodic Spot check(minimum of 30 percent) '\tGiN F�� tett.Apply field touch-ups per project specifications. inspections for the following: 5 1.1 � / a. Laminated Veneer Lumber(LVL):Conform to ICC ES Report No. ESR-1387 or CCMC Report No.08675-R. O a.Member material,size,and coating - x C? xe 74868PE y ARCHITECTURALLY EXPOSED STRUCTURAL STEEL: Steel identified by the Architect on the architectural drawings b. Parallel Strand Lumber(PSL):Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 11161-R. TABLE 1705.6 t r as ArchitecturallyExposed Structural Steel, (AESS)shall conform to AISC 303 Section 10. REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOiLS b.Alignment,placement,condition of memc,e.:40- u p hers shall meet the requirements of the - X �- c. Laminated Strand Lumber(LSL):Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 12627-R. "Erection Tolerances"section below PERIODIC SPECIALORE ON d. Parallel Chord I-JOISTS(Deferred Submittal): Conform to ICC Report No. ESR-1153 or CCMC Report No. TYPE CONTINUOUS SPECIAL INSPECTION c.Wall stud bridging and strongback installa- tA,y ,if ifell 23:i° QQ' WOOD FRAMING 13132-R. The manufacturer shall design the joists for the spans and conditions shown on the plans. Joists INSPECTION tion - X shall have wood chords and solid wood webs. 1.Verify materials below shallow foundations are d.Connections:screws&bolt size and REFERENCE STANDARDS: Conform to: adequate to achieve the design bearing capac- ity - X spacing,welding operations and size - X �4eY CNP\# (1) OSSC Chapter 23"WOOD" TABLE of ENGINEERED WOOD Requirements 4.Shop Fabricated assemblies - X(a) EXPIRES: 12-31-19 _ 2 NDS-"2015 National Design Specification(NDS)for Wood Construction" 2.Verify excavations are extended to proper ( ) g p depth and reach proper material - x (a) Where off-site prefabrication of assemblies occurs,Special Inspector shall review the Fabrication shop's Quality control procedures for completeness and ade- (3) ANSI/AF&PA-SDPWA-15: Special Design Provisions for Wind and Seismic Type Use Widths E(1o6) Fb Fv Fc// quacy relative to AISI Code of Standard Practice,AWS D1.3 Structural Welding Code-Sheet Steel and OSSC 1704.2.5 code requirements for the fabricator's (4) APA D510C-12 Plywood Design Specification 3.ed fill materials Perform classification and testing of compact- - X scope of work. (5) ANSI/TPI 1-2014"National Design Standard for Metal-Plate-Connected Wood Truss Construction" PSI PSI PSI PSI ed (6) BCSi"Guide to Good Practice for Handling, Installing&Bracingof Metal Plated Connected Wood Trusses" 4.list Verifyusessduriof ermaterials,densitiesand • "Recommended LSL Rimboard Rimboard or Stair 1 'A" 1 W , 1.3E 1,700 425 1,835 tion of compacted fillpla merit and compac- X - (7) TPI DSB Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses" Stringer [ (8) APA Report TT-045B"Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" 5.Prior to placement of compacted fill,inspect Timberstrand LSL Header, Beam or Col- 3'/z" 1.3E 1,700 424 1,835 subgrade and verify that site has been pre- - X SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, umn<9"depth pared properly spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and Rimboard, Header or other fasteners. Supply shop drawings for the following: Timberstrand LSL Beam z 9"depth 1 3/4", 3'/z" 1.55E 2,325 310 2,170 TABLE 1705.3 (1) Glued laminated members REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (2) PSL members Timberstrand LSL Wall Stud 2x4&2x6 1 '/%" 1.3E 1,700 425 1,835 in (3) LVL members CONTINUOUS PERIODIC (4) LSL members TYPE SPECIAL SPECIALC Wall Stud>2x6 1 'Az" 1.5E 2,525 505 2,105 REFERENCED OSSC(5) Tapered& Parallel Wood I Joists(Solid web-wood joists) Microllam LVL Header, Beam 1 3/4" 2.0E 2,600 285 2,510 INSPECTION INSPECTION STANDARD REFERENCE a) "' (6) Panelized wood walls &connection details "' (7) Wood Tie-Down Systems " 2,900 1.inspection of reinforcement,including ACI 318:Ch.3.5,7.1- E Parallam PSL Header, Beam 3 /z",5 /4",7 2.0E 2,900 290 pre-stressing tendons,and verify - X [1910.4] [500] placement. 7.7 DEFERRED SUBMITTALS:Submit product data and proof of ICC approval for framing members and fasteners that have , " 1/4", Parallam PSL Column 3 /z ,5 7" 1.8E 2,400 190 2,500 2.Inspection of reinforcing steel welding C been designed by others. Submit calculations prepared by the SSE in the state of[Washington]for all members and con- in accordance with Table 1705.2.2, - - AWS D1.4 - Co nections designed byothers alongwith shopdrawings.All necessarybridging, blockingpanels and web stiffen- Item 2b. AC!318:3.5.2 9blocking, 0 0 ers shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance NAILING REQUIREMENTS: Conform to OSSC Section 2304.10 "Connections and fasteners." Unless noted on plans, 3.Inspect anchors cast in concrete -1 with the manufacturer's specifications. Deflection limits shall be as noted under DEFFERRED SUBMITTLALS sectionwhere allowable loads have been - „Es p nail per Table 2304.10.1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush increased or where strength design is X ACI 318:8.1.3,21.1.$ 190$.5,1909.1 re specific details. Products included are: and shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review and approval by used. rn Q the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural en- 4C:( i-4.Inspet t anchors post-installed in X AC!318:3.8.6,8.1.3, 1909.1 • Metal plate connected trusses (prefabricated trusses? Conform to OSSC Section 2303.4. [HUD Truss gineer prior to construction. hardened concrete members. - 21.1.8a) = ■ Connector Bulletin for Metal Plate Connected Wood Trusses is required.] Truss Supplier to provide de- ■ a 5.Verify use of required design mix. - X ACE 318:Ch.4,5.2 5.4 1904.2, 1910.2,1910.3 > sign and materials for all permanent truss bracing. Shop drawings shall provide for shapes, bearing STANDARD LIGHT-FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to OSSC Section ¢ > points, intersections, hips, and valleys shown on the drawings. The manufacturer shall provide special 2308"Conventional Light-Frame Construction." 6.Prior to concrete placement,fabricate specimens,for strength tests,perform ASTM C172 c Q hip, valley and intersection areas(step down trusses,jack trusses and girder trusses)unless specifically slump and air content tests,and X - ASTM C31 1910.10 C ti c indicated on the plans. Provide all truss-to-truss and truss-to-support connection details and required NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel determine the temperature of the ACI 318:5.6,5.8 n� 3 ti connection materials. Specify temporary and permanent bracing and connections on the shop drawings. beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diameter bolts or welded concrete. W Provide all truss reactions on shop drawings. studs at 16" on centers. Wood nailers on beams supporting joist hangers shall not overhang the beam flange by more 7.Inspect concrete and shotcrete place- > o LLthan /4 ". ment for proper application tech- X - AC!318:5.9,5.10 1910.6,1910.7,1910.8 ' N. • Solid web wood foists (I-joists) piques. < N-- WOOD SHRINKAGE AND EXPANSION:Wood materials will expand or contract based on relative changes in moisture. 8.Verify maintenance of specified curing - X AC!318:5.11-5.13 1910.9 • Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall be as sped- p g temperature and techniques. Pied. Take-updevices are required at each framinglevel. Additional framingmembers shall be provided The contractor is responsible for means and methods of construction related to mitigating and managing the effects of73 q changes in moisture. 9.inspect pre-stressed concrete for: a per the system requirements. Refer to details and loading on the structural drawings. Q a.Application of pre-stressing X - ACI 318:18.20 MOISTURE CONTENT:Wood material used for this project shall have maximum moisture content of 19% except for the forces:and - ^' IDENTIFICATION: All sawn lumber and pre-manufactured woad products shall be identified by the grade mark or a cer- pressure-treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum b.Grouting of bonded pre-stressing �f V tificate of inspection issued by the certifying agency. x - AC!318:18.18.4 - moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the tendonsN. MATERIALS: Architect's drawings, and project specifications, or with cladding installer for maximum recommended moisture content. 10. Inspect erection of precast - X ACI 318:16 - concrete members. • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed studs ac- SHRINKAGE COMPENSATION FOR MECHANICAL. ELECTRICAL. AND PLUMBING SYSTEMS: MEP systems, in- 11. Verify in-situ concrete strength, ceptable at interior walls only. eluding ductwork, pipes, and other elements that run continuously between levels shall be installed/designed in such a prior to stressing of tendons in post- - tensioned concrete prior to removal of X ACI 318:6.2 manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construe- shores and forms from beams and TABLE of SOLID SAWN LUMBER tion process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" structural slabs. and 1/4"per floor. 12. Inspect formwork for shape, • Member Use Size Species Grade location and dimensions of the con- - X ACI 318:6.1.1 - ■ CLADDING COMPATIBILTY: The Architect/Owner shall review the claddingand insulations stems proposed for the cretememberbeingformed. Wall Stud 2x4,2x6 Doug Fir Larch No. 2 o p p (f- THIS WIDTH SHOULD BE 3" --►) project with respect to their performance over wood studs with moisture contents greater than 19%. EIFS systems should Sill Plate 2x4, 2x6 PT Doug Fir Larch No. 2 be avoided on wood-framed projects due to problems with moisture proofing. Post 4x4,4x6,4x8 Doug Fir Larch No.2 PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance with OSSC Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 Section 2304.12. "Protection Against Decay and Termite Protection" shall conform to the appropriate standards of the American Wood-Preservers Association (AWPA)for sawn lumber, glued laminated timber, round poles, wood piles and Beam 4x8 through 4x12 Doug Fir Larch No.2 marine piles. Follow American Lumber Standards Committee (ALSO)quality assurance procedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot-dipped galvanized or as per Beam 6x8 through 6x12 Doug Fir Larch No. 1 OSSC 2304.10.5. u Post or Timber 6x6, 8x8 Doug-Fir Larch No. 1 t' Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octaborate Tet- rahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates.Wood treated with Sodium Borate shall be protected during shipment, storage and instal- lation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do • 3"-4"Tonaue-And-Groove Heavy Timber Decking: Tongue-and-groove deck shall be random length laid with scat- not require hot-dipped galvanized connectors. tered joints(controlled random lay-up).The distance between end joints in adjacent courses must be at least 4 feet apart. Each board shall bear on at least one support. Only one board out of three shall be spliced at a given loca- If using sill plates other than CCA or sodium borate,fasteners must be hot dipped galvanized or stainless steel. Fasten- tion. ers (nails, bolts, screws, washers& lag screws)attaching timber connectors (joist hangers, post caps and bases, etc)to Decking is to be installed with tongues up on sloped or pitched roofs. It is to be laid with pattern faces down- Each PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector; piece shall be toenailed at each support with one 40d nail and face nailed with one 60d nail. Courses shall be that is, use hot dipped galvanized or stainless-steel fasteners. Fasteners (nails, bolts, screws, washers & lag screws) spiked to each other with 8"spikes at intervals not to exceed 30"through predrilled edge holes and with one spike attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood shall be corrosion resistant (hot I or stainless steel • at a distance not exceeding 10"from each end of each piece. Decking lengths and moisture content must conform dippedgalvanized ) to the AITC 112-93"Standard for Tongue-and-Groove Heavy Timber Roof Decking." Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. TABLE of T&G DECKING Fire Retardant Treated (FRT)Wood: Wood material that is required to be Fire Retardant Treated Wood to conform to OSSC section 2303.3-"Fire Retardant Treated Wood." Submit ICC report to EOR for review and approval prior to con- a)-E Member Use Size Species Grade struction. Y- c., '41T&G Decking 3x6,4x6 Doug-Fir Larch Commercial 0 � . ami t = Ks... • Glued Laminated Timber: Conform to AITC 117-2010 "Standard Specifications for Structural Glue-laminated Tim- o N to ber of Softwood Species, Manufacturing and Design"and ANSI/AITC A190.1 "Structural Glued Laminated Timber." m N Camber all glued laminated beams,except cantilevered and continuous beams,to 3000'radius, unless shown 0th- col erwise on the plans. Fabricate cantilevered and continuous beams flat, unless shown otherwise on plans. � " o TABLE of GLULAM and GRADE .- Revisions 4 Member Sizes Species Comb.Sym- Uses o la- bol 08-21-2018 BUILDING PERMIT SET Y f W N Issues c 'Beams All DF/DF 24F-V4 Simple Spans ,-r o Continuous or with Cantilever Beams All DF/DF 24F-V8 Spans - Drawn by Checked by c i • o ■ DCI Project Number 0j Columns All DF L2 Post,Truss Member _ s 17031-0064 AW DS cz T. CD 0. . cli ' om o a}i 23 s_ � m . To - u � m O w , U J F-.o< STRUCTURAL GENERAL m a NOTES CONTINUED x - 2 d. 5c Ln Wco 0 CL c t-{ os h g 8 N Cr I N qp 0 45 ern '-'I 3 OI W N f-0 .-I 0 S102 10 • 9 • 8 • 7 • 6 • 5 • 4 • 3 • 2 • 1 10 ■ 9 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 1_' �_ 0 00 (--4) 14 HILL 0 ED 00 n ARCHITECTS = 1750 BLANKENSHIP ROAD — — — 0 1 — SUITE 400 © CORRIDOR/STAIRS BALCONIES CORRIDOR/STAIRS BALCONIES WEST L I N N . OREGON 9 7 0 6 8 O LIVE LOAD = 100PSF I LIVE LOAD =60PSF I LIVE LOAD = 100PSF i I ,_.LIVE LOAD = 60PSF TEL 503 . 305 . 3033 FAX 503 . 305 . 8034 0 ell ,,, I— . . 41:1) lir . "V/,' • 4 . Of ` RESIDENTIAL •• :/x, A - l RESIDENTIAL • I LIVE LOAD =40PSF AI._ LIVE LOAD =40PSF . . — , i= CO _ 1 1•//://// ,://// A _ A._A. _ e / MIMI I EMMIM! _ DCI 0 1 ......... \\ ,,, ,,\ . ,___L enGmsismse / 921 SW Washington Street, Suite 560 // I / ,41 Al 1 Portland, Oregon 97205 / \��� P: (503)242-2448 www.dci-engineers.com 0 �. �/ CO "r �/ O•=: : CIVIL / STRUCTURAL . I / ©Copyright 05.2048 D'Amato Conversano Inc.Al Rights Reserved -_.: 1 � .. _.: NM EEmoommi Thfs tlot'.umenl,and the lees antl desgns may nnl 4n reusetl,n whole or fn Part.whoul written Permssion from U'Amala Convoraeno Inc. 41:11 .. 3 .. ///////// (1— ♦.. ♦ / : D'Amalo Cun erseno trtc tl¢tlauns any responsibtlRy fns!s unaulhmv d use MI C/ .411.- . . mai/. < Ael • \ LOW ROOF 1 /• I 1 / l SNOW LOAD =25 PSF / / N 'M / �_��_////// a 1 _ ,......,. _ €0 / \ \\\\\\:, 7 ) ,.<• , , yr- \ 41,,,ucTuptd, `/ GINE ,C�Pj /' / "� gild 0. 4868PE 1 T O� ,/1 \ � � cyjsF ' ROOFTERRACAND " .�S- I — � +w � � \____ RECREATION ROOM � � 1 / LIVE LOAD = 100PSF LQ y QR` -OF . SNOW LOAD =25 PSF+ DRIFT �/9"4j 23, V5 1 ir I B — Ln 4 #A$ I•ii4 B I L___►♦�4 L ••4 ■ ■ C w w13) E -t C 0 cio N FIFTH LEVEL LIVE LOAD MAP 0 0 O _. TYPICAL LIVE LOAD MAP LEVEL 2 4 / „----,_ �, CZ SCALE: 1116°= 1'-0" ler) SCALE: 1116"= 1'-0" 11131" m R- a o n' = • ■ W >Q icr c NI C r- c n' N u) 0 O Tr < r-.T r COti 00 © 4 1J C N ti 0 ._ ._ li ____ ii ii Ili k - i - 44r- iI • 0 ti it — ■ I u iI — it___ n THIS WIDTH SHOULD BE 3" -�{ 0 ..- I� o c I I II i n ii If SI-___= e . .=; I 1 l \/` 1 1 \I \ \\11\1 c..)! VN\N\ it U a L_ I O I i� LOW ROOF I� _T= c=== _ SNOW LOAD =25 PSF O _ . 0 -4 I\ • _ . I . _1_1_1m_, 1 ., D, I ' 'sI - m MECH WELL7cocp owo \:: L —=-' c__= LIVE LOAD =40PSF L ;f SNOW LOAD=25 PSF + DRIFT `� \\\\ i = .-., o Fl La m €10 - -- IL 11 . W o c- cNI ft7i \F I . is I N O �\i� I E=.7 N i _\ 41 \ i i i \,/\ I g.0 Revisions w u o � Oli Ij = Issues ' II I I m N 08-21-2018 BUILDING PERMIT SET r. m ■ DCI Pro ecl Number Drawn by Checked by 1-1 p B ]L-- —� JJ <._ 1� _\ o - 1 • _ — 1 o f--- �� , n ,I - — t - 17031-0064 Author Checker D I ? o ' c' cp C n I— to c c C m 9 N U O m J m 1 41 Q STRUCTURAL LIVE LOAD 2it MAPS z U C N ,-1 0 CC N m m O m CO "2 o L i m MIIIMMINOMIMMIIMININ co ROOF LIVE LOAD MAP �% ,, �~ a SCALE: 1/16"= 1'-0° 'WI' S 1 1 0 ai n 10 • 9 • 8 • 7 ■ 6 ■ 5 ■ 4 ■ 3 • 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 INNIMIIIIIIIIIIIIIIIIIIIIIIIIII 0 1 .6 CI .* © © ® 4--._ C5) Ft ____„......---, 84'-0" 23'-10" 7' a" 2' 6' 6'-O" 22'- " 6'-0" 16'-0" I ^ I-I I i / ARCHITECTS 20 8"CONC WALL 1- _ Z S402 W/#5© 12"OCEW LI_ z 1750 BLANKENSHIP ROAD • _.J I CTRD IN WALL TYP I zzzp SUITE 400 {31 SIDES OF ELEV R O r_- r I K A - - - - - m - IN OREGON 97068 WEST L N a0 T/SLAB =-4'-0"---„4,..'II ! 14 Zfl 4t N : ! 6005162-54© 16"OC TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 aI ! i t S401 m ELEV N 1 1. _ 1 . . ! o � m �F 4t • J ,l 2'-0" X• i1 i i ...,. _ ... _• ••. _ . - ...L. ., ... . ! I I mi 11011•01 4 I i li ; --� 1 F5.0 F6.0 i ! iDCI Q ® i H • r 1 I 1 C E l a TIFTG =-4'-0" S401 12"CONC STEM WALL - i _ _ -- --I W/#6© 12"OC EF EW IP �L .� ! I ! I I BELOW STL STUD WALL _ I I / • I I • J i 6 TYP L I ! 1 ! _ I �s Ii _ ! S402 I i � T/SLAB -2'-3 318" E� -- 921 SW Washington Street, Suite 560 F9.0 i I r_� . 0 9 Portland, Oregon 97205 ! P: (503)242-2448 www.dci-engineers.com I 10"CONCWALL i CIVIL / 5T FR LICT13R/�L I € - T I I r i W/#5© 12"0C EW I J ////c ©Copyrgh105.2018 D'Amato Corwersano Inc.AB Rights Reserved 4,4 I / E F Th s tlxumen[,and Iho dea3 and dos pns mny not ne eus , whnln ui I I ! ✓/ I III""" in Part.without wrMsn permrrsion hnm D'.�nFrtn Cunversano Inc 1 } D'AmaiO l.On Ve138n0 Inc ryl9rlebns any re3rnnarhtlrty fnr i3"nallthprverl use • 5? TYP --I-' •J o I r ! / .f I ! 9.D 1 7 1 T/SLAB =2'-0° i r - ---- • 7� i I i S402 i ! ! I ! ! 1 t ■ ■ 1€ ! ////X71 --7 �. ! ! I ® i! ! I ! / 1 1 1 I 1 1 �/t / 1 ! I 1 I 12" CONC WALL I 1 •J L J I W/#6 ® 12"OC EF ! FUTURE SOG -- 403C TOP I I € 6'-0"Wx30"DP CONT FTG W/ EW TYP AT EXT, 19 I 8"CMU NONii j -BR;G \ 1 #8 T&B @ 12"OC EW T&B i UNO 5'c PROP-F.0< TYP AT ! WALL, TYP AT 1 \ 3 : GI1\1W4,9/ EXT COL 1 INTERIOR , - - -__-, " 14"x18" CONC COL €• C��4/C7as68PE � O -, I 1 I I PER 61S402,TYP 4 11 1 i -` i F9.0 PER [/���(V1/�11I}"�r� 5402 I ! i - I r---- ----� ! '� ` Y F.4 \ 1 I i • CJ PER 9/S401 N: I I ORE ON it - l ! ! I I i i TYP AT INT COLS I I i CA[_ M� o,, QQ` 7' R 2 J I ! I 1 l i I i S© i EXPIRES: 1241-19 F9.0 I ! I I ! _ - 1 I ! ! TY P AT i -- r T/SLAB = 1'-0' !! I i I INT COLS X9.0 �� \ i 9 ! I■ N I I I \`� I 1 ! ? 1 ! I ■ • I I -(Ej -_ - 10" CONIC WALL WI#5© 12"OC EW 1 Q- -1 - - -- •, + ! ! ! EF I € ! ! 1 ! 4"CONC SLAB ON GRADE W/ i ! ! ! I II #4 18"OC CTRD 18 /' i I PER PLAN NOTES I 14 I € • • 5401 V J I in S402 I '. I T/SLAB VARIES i ; 4..•...i-I_ F9.0 i TYP i I I I I I I I I r -6" € 1 i I I i I . F9.0 i_ . 14'-0"Wx16"DP CONT FTG LU "' I I I I I r `' t W/(4)#50 CONT& C.6 '-n I ' 1 -- - #6B 12"OC TRANSV c� ! �/ ` I I I 1 I I I 1 En I . i I I c C.5 ---- - 8 �� 1 m € ---1 I I (� oZS € € C13 c:b 0 J S402 1 1 I € . I I F-- 1- I I J I 10' 0"Wx30"DP CONT FTG ! .. C^ 8 T L..L i? i! W/#8 T&B 12"OC EW T&Bi i I L J p v i i ca Q I I / t vp F9.0 I 1 o I ! I 10"CONC WALL d w r -i I t a� a .I I % I I a 1 I € ■ a) c %// I 9 W/#5® 12"OCEW 0 € I € 1 ■ % I !/.400„.A , S402 x m € I LiH 11 I / EF 1 1@ 1 - ! € J v Q ` I 1'-6"Wx18"DP THKND : ; ! 11-6"Wx18'DP THKND 5.-4" o I I i i C i { SLAB EDGE W/(2) #5B CONT' I I B EDGE VW{2) #5B CONT I TYP i I I W 00 i ! T/SLAB =0'-0' jf-- I- L I - �1- -1 1 € r-- It 1 I i r ! I I E ! I I, i i € _, --i-- - I -. _ -tt-- 1 I . . 1 .6 f I t • € r oI I i ! 1 i • `` i € ��- 3/S301 I ir!r tr N , am-- ----1 I- 1 F9.0 II I 1'-6"Wx18"DP THKND •_ en L ! -SLAB EDGE W/(2)#58 CONT ! I I I F5.0 ! F5.0 / I. i r • 1 I I ri _i I € • ID , I I 5402I a r 11::-1---1-j , I 1 1 I B � - ■ -I� -- 1'6"Wx8"DP THKND -I_- i T/SLAB = 1' 4- 318" i i ■ 6"CMU NON-BRG o• WALL,TYP AT -_J SLAB EDGE, TYP AT b ____L I 1 I - __ ! THIS WIDTH SHOULD BE3" -►{ EXTERIOR EDGE OF FUTURE SOG *-- r waI - - /If ` J >-- I-- CC - € ,� 12"x12" CONCICOL LI ,z 0 o PER 10/5402 3 0 Z z Q 11S301 cc l OU p 14 U a_ u S401 am o * N V V X V O ' (m0 d- FOUNDATION PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, 5101 AND S102. SPREAD FOOTING SCHEDULE 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. SIZE I ID 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE:ALL TYPE LENGTH WIDTH DEPTH REINFORCING COMMENTS DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR IPOOLS, SPAS, FREEZERS, F5.0 5'-0" 5'-0" 1'-0" (6)#5B EW COOLERS, PLUMBING, SPRINKLERS AND HVAC]. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, F6.0 6'-0" 6'-0' 1'-4' (7)#5B EW m ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. F7.0 7'-0' 7'-0' 1-6' (7)#6B EW m = y W 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND F9.0 9'-0' 9'-0' 2'-0" (7)#$B EW o L_ ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE 5 . FREE-DRAINING GRANULAR FILL PER GEOTECH REPORT. ' t 1.1 T 5. TYPICAL TOP OF INTERIOR (T/INTEMOR) FOOTING ELEVATION =-0'-8", UNO.TYPICAL TOP OF EXTERIOR ROOF A 6 N o °{T/EXTERIOR) FOOTING ELEVATIONS =-1'-0"r-t , UNO. E m ru m .s col 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND/OR STRUCTURAL FILL. SUBGRADE LEVEL 5 - 1 10-05-2018 PLAN CHECK RESPONSE o PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS E CZ NOTED IN THE STRUCTURAL GENERAL NOTES. 8.8 Revisions `o0 7. CJ INDICATES CONTROL JOINT PER PLAN. LEVEL 4 I+ I I.08-21-2018 BUILDING PERMIT SET 0 m Issues M 8. CONTRACTOR TO VERIFY TOP OF CONCRETE (T/CONC)WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING o 011INIIIIN o WALLS. MAINTAIN TWALL ELEVATION A MINIMUM OF 6"ABOVE FINISH GRADE PER 19/5401. LEVEL 3 5 r-. ■ I o j • DCI Protect Number Drawn by Checked by IL 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. - 17031-0064 AW DS U a I- 10. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO.APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL LEVEL 2 2 If 0 GENERAL NOTES. = o o = 11. TYPICAL DETAILS PER: LEVEL 1 3 7It IS 2 _o 2/S401 STANDARD HOOKS AND BAR BENDS 6 J 6/S401 TYPICAL LAP SPLICE SCHEDULE NOTE: immilmemi C.J 7/S401 TYPICAL STAIR ON GRADE DARKENED LINES DESIGNATEp STRUCTURAL Q 12/5401 PLAN-TYPICAL JOINT BETWEEN WALL,/COLUMN AND NON-STRUCTURAL WALL AREA OF WORK. _ 8�, 13/S401 TYPICAL STEPPED FOOTING Cm FOUNDATION PLAN 1/S402 TYPICAL DEPRESSED SLAB DETAIL d CC 2 -o co 2/S402 TYPICAL STEP AT SLAB ON GRADE Ai 12/S402 TYPICAL CONCRETE WALL OPENING REINFORCEMENT W 7, S701 TYPICAL CMU WALL CONSTRUCTION DETAILS a' 0, 8 CC F m co 0 _ o LI-1- co LEVEL 1 FOUNDATION PLAN , o SCALE: 1/8" = 1'-0" Wri S200 ,_, co 1111•11•11 D 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 o 0 ® 0 0 cri 2 0 4 5 pil 84r-0" 84'-0" 34°-0' 6'-0" 22'-0" 22'-0" 34' 0" 6`-0" 22'-0" 22'-0" H 1 L 1.. ARCHITECTS T I II I I I I 1 7 5 0 BLANKENSHIP ROAD TEMP RELEASE SUITE 400 JOINT 12'-0 {� - WEST LINN . OREGON 97068 _ ,Yo Y = 20 TEL 503 . 305 . 3033 fAX 503 . 305 . 3034 7r rn C') w *, w n - TYP AT 5501 1_.1_91 J ' 16T ITB EXT WALLS ■ U �I L I I� - f- L - _ 0 I L 11_,__ G'o ■ - 4 1 I I I I �'-0 - cc LLJ -1 -CDw w ��/ 3 I i 6 1/2 6 1/2 6 1/2 6 1/2 ri i i °, - i SLOPE PER I Q 1 I In I ///%7Tl ' m rn ® i I Q1 I //// ARC H 0 11 F-7 `v r I I , ED Iij. i20 - ( SR2 L J .. 1 m I 5501 o 1-__I i////, / _ DCI LO COJ I I / I ' 6T ' / 58 LO 3T I N p 4"1I ~ I I 1 ///� I I I I I I I 0 . I I I SLOPE PER 13T I 1 3 C� � (� EWC G3S® - - ARCH ' ; 12T 921 SW Washington Street, Suite 560 n U TYP AT 1 ; ' Portland, Oregon 97205 1 I I I EXT WALLS I P: (503)242-2448 www.dci-engineers.com I I I - I I CIVIL / ETiRLJCTI.IFR L i i (.0 ( S R 1 ) 1E ] 4x 12 t I I ©Copyright 05.2018 D'Amato Conversano Inc.All Rights Reserved rn - I I I 5T P-T LEDGER-----, I I1 The d�m,nt.an6,ha.,nas and�asgns ay nn, ten . whole I 1 13" P-T CONC SLAB n whee}wn,enpen awn horno�n,ateinn Bann Inn 1 4'.4n,ah,Convpr,,ano hue tlnUams any rgsyunrat Huty ter s unaulhe,v,yl 4Ii I v 1 I PER PLAN NOTES I use 1 1 I I 15T 1 1 T/SLAB = 13'-2" I I i I I I I i 1 N 1 I r 1 I I 1 I I 1 I II I • c.-"....' I 1 1 1 I 3T 1 1 2T ■ 1� 51/2 - - 1_ i�1 r I 0 �a !//r/ I 1 1 SR5 Ei I 0 ,i I - - SR3 SLOPE PER - I 0 , - i I - - I 1 ARCH N I N I 1 g,��uCTIV�l< . .I1I 13" P-T CONC SLAB I 1 PER PLAN NOTES I - I 41�� GINE 9 ' I i 1 r" C? �?4e6ep�'9 ° T/SLAB = 13'-2" I Co ' 3 i - r- m I 1 I I ~ m ,- I I I I I I I ( SR1 ) /111 51 i i I I 4T I r- �y ��ORE ON}. rn F-I- I I I ,9EM �EY CO'® I �` I I �� EXPIRES: s2�t-19 I I i I I F 2314 i i ` S� 5112 1 0El I- 4 I I I I I 2 112" SLAB RECCESS, TYP I { I Co 1 I 1 I ■ 1- Co 2 1/2"SLAB RECCESS, TYP I I I I 1 rN I I I I 10T I 1 - co1 • -► - i i - - - - - i E) ir TYP AT r SLOPE PER * 15T I I r T - - r 2T % SLOPE PER © 1 I i L-I I SLAB RECESS ARCH / /� i : 3B L J SR4 %//i ARCH P - 1/i n ,, I I - _ I QD I I 55011 1 1Zo I I I 5501 TYP AT I 11 I 91 TYP AT 1 1 SLAB OPNGS 1 VJ 3 0 • SLAB RECESS 1 I I I I _ I 11 i C I I I i - - - - D ® I D �--- i i I- m_ I I +-' I I I I I \,_, - 1B C ua I I I 1 1 1 I w u I I - I ( SRI ) I-- co I J N I 1411111 5T 5501 F 0) I I I 1 - 4T I C � : i ] I TYP AT SLAB °0, 1 ( SR6 TO WALL, UNO a) I I I 1 1 o n J L t I < 0) (1) Q 1 I /// 1 F- //// 0 I ////: 1 /////, I alo_ ■ @ _ _ - • I r 0LC - C 0,M L J TYP AT EXT L] 2T ARCHPER i Q Q SLOPE CMU WALL ( SR4 CV -a N- 1 7 Q t ^, ti S701 - 1 i VJ cn o o u I I- i < ti I - a- - 11T _ 111 � 5T L 1 ' Co J Tof � o r , SRI ) -1 - II 1 Co 3/S301 Ii 4x12 3/5301 m I (IN I %/l P-T LEDGER I 1 -__ - I ///� 1 "' 1 , SLOPE PER 1 - co / I ARCH .. 4B / 1 / I I 20 lL N - co '� 2 314 Tin 6T 3T ( SRS t° • TYPAT I 5501n- r, ca r7 csa ��, �7 „ `. Q a I [�; 1 I SR2 = � / CC l EXT WALLS I TYP AT J - * I %// 1 RELEASE JOINT m 1- ■ % 1\ •I i//// I +� ~' �---0 w Q / SLOPE PER c ■ Co H Q ARCH w THIS WIDTH SHOULD BE 30) ITS I I --- ---�_ -� -_--_ C 1 r 1 C r r _ _ : 1 - . - - ( SRI ) 16T v 20 t HIISIII31101 1/5301 5501 TEMP RELEASE c� JOINT 12'-0" c_, POST-TENSIONED FRAMING PLAN NOTES: REINFORCING PLAN NOTES: TOP REINFORCING SCHEDULE 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, 101 AND S102. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102. MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T 17 #5 11`-0" - 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 2T 11 #5 11'-0" - 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 3. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. 3T 9 #5 11`-0" - SHORING SHALL NOT BE REMOVED UNTIL CONCRETE HAS REACHED 75% OF SPECIFIED STRENGTH. SLAB 4T 10 #5 6'-0' - 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. TO BE CONTINUOUSLY RESHORED FORA MINIMUM OF (14) DAYS AFTER PLACEMENT OF CONCRETE OR (7) 5T 10 #5 6'-0' - WI STD HOOK • DAYS AFTER CONCRETE HAS REACHED 75% OF SPECIFIED STRENGTH. 6T 7 #5 6'-0" - W/STD HOOK ■ 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL 7T 9 #5 9'-0' - W/STD HOOK CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 4. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 8T 10 #5 19'-0" - W/STD HOOK 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 9T - #5 7'-0" 12° W/STD HOOK 5. COLUMN OR WALL OVER POURS INTO CONCRETE SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. E, REMOVE ANY EXCESSIVE COLUMN OR WALL OVER-POURS PRIOR TO PLACING REINFORCING BARS. 10T - #6 30'-0" 6" m 7. COLUMN OR WALL OVER POURS INTO POST TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2"MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER POURS PRIOR TO 11T 2 #6 16'-0' - m o 4 PLACING REINFORCING BARS AND POST-TENSIONED TENDONS. 6. IT IS NOT PERMITTED TO INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS, CUT OPENINGS IN OR 12T -- #5 61-6" 12" WI STD HOOK Zr -6 CORE THROUGH SLAB WITHOUT PRIOR WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. 14T - #6 12 rl ,,, PIPES OR PIPE SUPPORTSCONDUIT SLEEVES AND HANGER INSERTSETC INTO SLAB PRIOR TO '-0" 9" WI STD HOOK WHERE SLAB EDGE OCCURS al 8. DO NOT INSTALL DRILL-IN ADHESIVE AND EXPANSION ANCHORS IN THE POST-TENSIONED SLAB. DRILLING INTO POST-TENSIONED SLAB m WITHOUT APPROVAL FROM THE STRUCTURAL ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, 13T - #6 6'-0" 12" W/STD HOOK N Y N ENGINEER OF RECORD IS NOT PERMITTED.ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CHASES, 8 CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST-TENSIONED SLAB PRIOR TO POURING THE CONCRETE. PLACING CONCRETE. 15T #6 11'-6" 16" E °° - ro 16T 4 #5 6'-6" - �, col 9. ADDITIONAL SHAFTS MAYBE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OR RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 7. REINFORCING SHALL BE SUPPORTED TO MAINTAIN PROPER POSITION IN THE SLAB. 17T 4 #5 6-6" - W/STD HOOK 1 10-05-2018 PLAN CHECK RESPONSE (0 10. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2)TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED 8. PROVIDE TYPICAL BOTTOM MAT REINFORCING EACH WAY OVER ENTIRE SLAB PER PLAN. m Revisions TENDONS ARE STRESSED. ROOF BOTTOM REINFORCING SCHEDULE ROOF CL 0 1 9. PROVIDE 3/4"CLEAR COVER FOR ALL TOP AND BOTTOM REINFORCING, UNO. t.� 08-21-2018 BUILDING PERMIT SET 0 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6.TENDONS WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER-OF-RECORD MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 2 a-r FOR TENDON SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 10. PLACE REINFORCING IN THE FOLLOWING SEQUENCE: [EAST-WEST] RUNNING BOTTOM 1B - #4 - 36" CONT EW,TYP to 2 Issues o LEVEL 5 REINFORCING,[NORTH SOUTH] RUNNING BOTTOM REINFORCING, [NORTH SOUTH] RUNNING TOP - LEVEL 5 2B 12 #4 16'-0" ■ 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST TENSIONED TENDONS AND ANCHORS AT THIS LEVEc L ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. REINFORCING, [EAST WEST] RUNNING TOP REINFORCING. _ m ■ DCI ProNumber : Drawn by Checked by 3B 4B 24 6 #4 #4 14'-0" - _ i 13. XX K/FT I INDICATES EFFECTIVE PRE-STRESSED FORCE (KIPS/FOOT)AFTER ALL LONG-AND SHORT-TERM LOSSES FOR DISTRIBUTED TENDONS. LEVEL 4 11. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND 8'-0" t 0 17031-0064 AW DS EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. 5B 10 #4 16`-0" - LEVEL 4 o V) 14. XX K INDICATES EFFECTIVE PRE-STRESSED FORCE (KIPS)AFTER ALL LONG-AND SHORT-TERM LOSSES FOR BANDED TENDONS. 6B 16 #4 16-0" - WI STD HOOK p a 4_" 12. WOOD STUD, SHEAR WALL AND HOLD-DOWN REQUIREMENTS PER STUD AND SHEAR WALL PLAN. 7B 6 #4 8`-0" - W/STD HOOK = 15. XX INDICATES DIMENSION (INCHES) FROM THE BOTTOM OF THE SLAB SOFFIT TO THE CENTER OF THE POST-TENSION TENDON,TYPICAL LEVEL 3 00- CONTRACTOR TO COORDINATE ALL EMBED REQUIREMENTS FOR INSTALLATION OF HOLD-DOWNS AND LEVEL 3 . 75 DIMENSIONS ARE AS FOLLOWS, UNO ON PLAN: SHEAR WALL ANCHORS OR EMBEDS. E U TOP AND BOTTOM REINFORCING SCHEDULE co CD J LEVEL 2 13. TYPICAL DETAILS PER: LEVEL 2 m o LOCATION DIMENSION 4 MARK QUANTITY REINFORCING LENGTH SPACING REMARKS D Q STRUCTURAL SECOND a S501 & S502 TYPICAL POST-TENSIONED CONCRETE DETAILS ITB - #5 - - CONT AT PERIMETER - STRESSING &ANCHOR ENDS MID DEPTH OF SLAB 1 11615401 TYPICAL LAP SPLICE SCHEDULE CC r Y LEVEL MILD REINFORCING Z LEVEL 1 4/S501 TYPICAL SLAB OPENING REINFORCEMENT LEVEL 1 G OVER SUPPORTS 1 114" BELOW TOP OF SLAB 6& 7/S701 TYPICAL CMU WALL TO PT SLAB CONNECTION W m & P--T FRAMING PLANS AT MID-SPAN 1 1/2"ABOVE BOTTOM OF SLAB NOTE: NOTE: DARKENED LINES DESIGNATE DARKENED LINES DESIGNATE 8 `V AREA OF WORK. AREA OF WORK. o 3 :-d- CO 16. TYPICAL DETAILS PER: p m C .� N.3 IN S501 & S502 TYPICAL POST-TENSIONEDCONCRETE DETAILS IN I-L t m ,� SECOND LEVEL POST-TENSIONED PLAN % SECOND LEVEL MILD REINFORCING PLAN 0Tv__... ,� SCALE: 1/8" - 1 0" SCALE: 1/8" = 1' 0" S 2 0 1 m, Co 10 ■ 9 ■ 8 In 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 iimmemin Cipi-1 C-2) C3) ® CI\ 3 4 5 4- 84'-0" 34'-0" 6'-0" '22' 0" 22`-0" I__I i 34-0" 60" 22 D" 220" L ARCHITECTS = PSL3 1/4x11 7/8 C n 14.60T 14.90T 1 750 BLANKENSHIP ROAD W6 I 4 r W/ST12EAEND , - - - 9' 6" I / W6 SUITE 400 0 WEST [ INN . OREGON 97068 N. ® i 22' 6" FORCE TRANSFER _ cO o co o TEL 503 . 305 . 3033 FAX 503 . 305 . 3034 °D 0.001 O 13,901 0.001 2x8 @ 16'0C ® 14.601 14.9DT n �'J ' 6x6 POST PT6x6 POST WI I GL5 1/2x14 _ `'J / / / ABUZ f , • 0 GL51/2x11 718 _\ti PT6x10 1 PT6x10El I� 'I I 2W3 O - I 0 r O O �� ■ o ;p I Q 11.901 23'-6" FORCE TRANSFER ILS C° GL5 1/2x11 7/8� '�M - a 0 "' PT6x6 POST W/ 8 I 6.6 POST 11.501 ABUZ \ O 7.2DT EEIuI I 1 H �I PT6x10 cc C 0 0 6x6 POST - / 3a HGUTYP AT --�_ _ i `` .may �_„ � 3, D, ® 11.901 I j o © GL TO GL CONN n` (2) 2x12 HDR GL5 112x11 7/8 {2}2x12 HDR - 6x6 POST \m x X I 6x6 POST TYP © • - N S602 N 7/81 13 OOT 1 o i TYP GL5 112x11 IDCI c x I N Ic0 � fW C� PFN �l J n �1 n 4x6 POST W/ABUZ C D o c� cV o - a I ___F-7- c� � ; N Q 921 SW Washington Street, Suite 560 1 I I I a 6x6 POST 4x6 POST W/ABUZ 0 0 0 0 0 0 i_ Portland, Oregon 97205 1 2x8 @ 16"OC I 1 w P: (503)242-2448 www.dci-engineers.com IL GL5 1/2x11 7/8 GL5 1/2x11 718 _ GL5 1/2x11 7/8 S602 TYP gra` r _ A0 CIvii_ / STRUCTIJFtAL NCY 1 D _ l2\ 1 O Copyright 05.2018 D'Amato Conversano Inc.AG Rights Resented I N 5603 1 GL5112x117/8�Q 0 a5; mis aofrr,rem,arra=na d"�a"a des ""meY r,or na r"""aa,�wnola or O In part,wl[houl carman Permi, on tram O'Amelo Gonvarsaeo rnG 2 (2} LVL1 314x11 713 1 3 13.001 11.50T 7 D¢¢talo CO Wl a aln�tl4dai ns ar,y fOspan$ibtlRy Far 16 Una"Eho Ved o P cc c7 1 �: r z i r E1 7 © / W3 14.901 8 13.90T 7 BOOT N y..:_j ; o {2) LVL1 3/4x11 7/8 IO C x GL5 112x11 718 HDR L- i Z I cn „ O 0 14'-0" \ N "' u,J, r,Y'_- 12 601 �, 1 ■ : 1 7 W3 r 11111. 11 • i 2.60T n 33' 0" ® 2.601 \ 14.90T ® \ 6x6 POST 0 b \ 7.20T f-;-,‘ ■EJ L- I .X t Lr1 J II - r' / �� I- �� • � _.. 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STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER 5100, S101 AND S102. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. PARTY WALLS PER PLAN, PROVIDE 1 112"SPACE BETWEEN WALLS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO 4. BALLOON FRAME ALL WALLS GREATER THAN ONE LEVEL OR 10'-0"WITH (2)2x @ 16"OC. FRAMING WITH 0.131" DIAx2 1/2" NAILS CO 650C AT PANEL EDGES AND @ 12"OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS.ALLOW 1/8" 5. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. NOTES. • ■ Miime 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER 6. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(1) TRIMMER AND HIKING STUD MINIMUM, DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. UNO.WHERE MORE THAN (1)TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED .ri THUS: 11-'2. .TRIMMERS TO BE CONTINUOUS TO THE POST TENSIONED SLAB. BLOCK SOLID AT FLOOR m 5. ALL WOOD EXPOSED TO CONCRETE,WEATHER, OR WITHIN 8"OF FINISHED GRADE SHALL BE PRESSURE- FRAMING. TREATED. � W 7. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(2) BUNDLED STUDS MINIMUM, UNO.WHERE @ -0 6. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED = HANGERS ARE AS SPECIFIED ON PLAN.WOOD"I"JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST THUS: •-':3,; , BUNDLED STUDS TO BE CONTINUOUS TO THE POST-TENSIONED SLAB. BLOCK SOLID AT FLOOR L t SUPPLIER. "I"JOIST HANGERS TO BE TOP FLANGE BEARING SIMPSON MIT OR ITS TYPE, UNO. MIN N = 'o ROOF N m ROOF ° 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE(2)2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR N 8. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 1615601. ro WALL PLAN ON FLOOR BELOW. 0 2 10-16-2018 PLAN CHECK RESPONSE i ao 9. ALL EXTERIOR WALLS REQUIRING WOOD SHEATHING PER THE ARCHITECT SHALL BE SHEAR WALL TYPE W6 '-' 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS"DB" LEVEL 5LEVEL 5 y N 1 10-05-2018 PLAN CHECK RESPONSE o UNO. ` JINDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN 4 ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. 10. AT STAGGERED STUD WALLS, BUNDLED STUDS, TRIMMER STUDS, KING STUDS AND SHEAR WALL Q Y Revisions a 40-LEVEL 4 COMPRESSION STUDS ARE TO MATCH THE WIDTH OF THE WALL PLATES. LEVEL 4 A, o 08-21 2018 BUILDING PERMIT SET 0 9. WOOD "I"JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. X.XTIssues c:_,---) 10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. LEVEL 3 11. / INDICATES TENSION LOADS REQUIRED (IN KIPS). LOADS SHOWN ARE AT SERVICE LEVEL(ASD). LEVEL 3 • le CIRCLED NUMBER INDICATES NUMBER OF STUDS REQUIRED FOR TDS HOLD-DOWN. _ - • DClprojectNumber G AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1)JOIST OVER SHEAR WALL(ADDITIONAL JOISTS MAY BEmDrawn by Checked by INDICATES LOCATION 0 - 17031-0064 AW DS D REQUIRED). LEVEL 2 12. TYPICAL HOLD-DOWN ELEVATION PER 14/5601. OF HOLD-DOWN .cis ro ollif LEVEL 2 D I- 11. ALL RIM JOISTS AND BLOCKING TO BE 1 1/2'LSL MINIMUM UNO. 13. ANCHOR BOLTS TO BE 5/8'DIA x 7" MINIMUM EMBEDMENT PER 5/S601. PROVIDE HOT-DIPPED GALVANIZED o v 12, PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24"ON ONE SIDE. ANCHOR BOLTS AT PRESSURE-TREATED SILL PLATES. o LEVEL 1 LEVEL 1 A E m u 15. TYPICAL DETAILS PER: 0 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE,AND POST CAP AND BASE REQUIREMENTS BELOW PER ^ .m J STUD AND SHEAR WALL PLAN ON FLOOR BELOW. NOTE: 5/S601 TYPICAL SILL PLATE ANCHORAGE TO CONCRETE NOTE: a U DARKENED LINES DESIGNATE 10/S601 PLAN-TYPICAL SILL PLATE ANCHORAGE TO CONCRETE DARKENED LINES DESIGNATE STRUCTURAL SECOND a 14. FABRICATE ALL STEEL COLUMNS-114" PER FLOOR TO ALLOW FOR WOOD SHRINKAGE. AREA OF WORK. 1315601 TYPICAL SHEAR WALL ELEVATION AREA OF WORK. 8 0 213/S602 TYPICAL TOP PLATE SPLICE DETAIL 2.m LEVEL STUD & SHEAR a17/5602 TYPICAL DETAILS PER S602 17/5602 TYPICAL STUD WALL OPENING (HEADER) DETAIL o cs 18/S602 SHEAR WALL WINDOW STRAP N t WALL PLAN & THIRD 191S603 TYPICAL INTERIOR STAIRWELL ELEVATION W LEVEL FRAMING PLAN 18/S603 TYPICAL HOLES AND NOTCHES IN WOOD STUDS m 8 N 9/S603 NON-STRUCTURAL PARTITION WALL CONNECTION II-JOIST) CO. N co o 1615603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PARALLEL TO TRUSS) O m F - 17/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PERPENDICULAR TO TRUSS) a IIII N THIRD LEVEL FRAMING PLAN ,, ,, SECOND LEVEL STUD AND SHEAR WALL PLAN % ~ � SCALE: 1/8" = 1'-0" Nl SCALE: 1/8" = 1'-0" r. ::Li aS202 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 • 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 11111111111011111111111111111111111111111111 0 Ci ® (4) Cel\./ CO ® ® ® (-5) H „___.-------.„ 84'-0" T 84'-0" 34'-0" 6'-0" 22`-0" 22'-0" 34'-0" 6'-0" 22'-0" 22'-0" HIL L .„! 3._ _ ARCHITECTS r = 900T 1750 BLANKENSHIP ROAD PSL311/4x117/8 I . IW6I 1 SUITE 400 K� W/S 12 EA END 9'�" W6 1 - - - I K I �, - - - - - - WEST LINN . OREGON 97068 01 ! 9.60T O I 22'-6" FORCE TRANSFER TEL 503 . 305 . 3033 FAX 503 . 305 . 8034 m D.00T n 6.9aT ® O.00T F. r, �`J 2x8 CO 16"0C 9.00T 9.601 0 / / GL5 1/2x14 6x6 POST PT6x6 POST - - Q - - - -• I GL5 1/2x117/8 �/ PT6x10 2W3 ] 3 r--' -- ■ PT6x10 I I © 0 o TYP + 0 1 + 0 23'-6" FORCE TRANSFER 0 © ! T ia S602 GL51/2x11718 sJ~ ro _ o `o �/ 9 _ I 1, f _ 6x6 POST 7.101 O V (I„IHu 5.201 0 PT6x10 1 1 a H 6x6 POST O 0 6x6 POST\ 4 I� u, - HGU TYP AT -__--1-ID-RL - L - - _ PT6x6 POST- 6.70T 5 3' 0" O - 1 1 0 GL GL CONN '7 (2} 2x12 HDR I GL5 112x11 7/8 TYP O Q - 6.70T x I CO DCI 1 o i o I GL5 1/2x11 7/8 6x6 POST cc C W (� p W s® x I 7 90T `"' c� o w (.7 Nin ! - - - - - �' _ o N 1 z 921 SW Washington Street, Suite 560 6x6 P05T 4x6 POST 4x6 POST I cc u Portland, Oregon 97205 I 2x8® 1 fi"OC 1 S © 0 00 00 w P: (503)242-2448 www.dci-engineers.com __r_.._ GL5112x11 718 GL5 1/2x11 718 S602 TYP - �' CIVIL / STFVCTL1FiAL o �----�--- - ---_ - �_ =r -===-- 1 __� -__� - - A G= rd. 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STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102 v 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. PARTY WALLS PER PLAN, PROVIDE 1 1/2"SPACE BETWEEN WALLS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO 4. BALLOON FRAME ALL WALLS GREATER THAN ONE LEVEL OR 10'-0"WITH (2)2x @ 16"OC. FRAMING WITH 0.131" DIAx2 1/2" NAILS CO 6"0C AT PANEL EDGES AND 0' 12"0C FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1/8" 5. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. NOTES. ■ 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER 6. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(1) TRIMMER AND (1) KING STUD MINIMUM, DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. UNO. WHERE MORE THAN (1)TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED THUS: ■ 2 . TRIMMERS TO BE CONTINUOUS TO THE POST-TENSIONED SLAB. BLOCK SOLID AT FLOOR ti m 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE- FRAMING. on - o 7. BEAMSON FRAMING PLAN SHALL BEBY(2) TREATED. SHOWN SUPPORTED BUNDLED STUDS MINIMUM, UNO.WHERE -F. n L 6. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM MORE THAN (2) BUNDLED STUDS ARE REQUIRED,THE NUMBER OF BUNDLED STUDS SHALL BE NOTED = 2 -6 HANGERS ARE AS SPECIFIED ON PLAN.WOOD"I"JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST THUS: . BUNDLED STUDS TO BE CONTINUOUS TO THE POST-TENSIONED SLAB. BLOCK SOLID AT FLOOR at SUPPLIER. "I"JOIST HANGERS TO BE TOP FLANGE BEARING SIMPSON MIT OR ITS TYPE, UNO. FRAMING- � Y ROOF /\\ ROOF c2 co j. m 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2)2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR 8. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 16/56fl1. .� m ra WALL PLAN ON FLOOR BELOW. 0 2 10-16-2018 PLAN CHECK RESPONSE 9. ALL EXTERIOR WALLS REQUIRING WOOD SHEATHING PER THE ARCHITECT SHALL BE SHEAR WALL TYPE W6 m -- Co LEVEL 5 UNO. LEVEL 5 - 1 10-05-2018 PLAN CHECK RESPONSE a 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS"DB" € i INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN vit ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. 10. AT STAGGERED STUD WALLS, BUNDLED STUDS, TRIMMER STUDS, KING STUDS AND SHEAR WALL Q 0 Revisions (o LEVEL 4 As COMPRESSION STUDS ARE TO MATCH THE WIDTH OF THE WALL PLATES. LEVEL 4 i- 0 08-21-2018 BUILDING PERMIT SET o It , 9. WOOD"I"JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND L X• -' ', INDICATES LOCATIONo N Issues �, BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NATES. 11. .( INDICATES TENSION LOADS REQUIRED (IN KIPS). LOADS SHOWN ARE AT SERVICE LEVEL(ASD). OF HOLD-DOWN = o o LEVEL 3 I �' CIRCLED NUMBER INDICATES NUMBER OF STUDS REQUIRED FOR TDS HOLD-DOWN. LEVEL 3 . = .-i • 10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS- �_ ■ DCI Project Number Drawn by Checked by U AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1)JOIST OVER SHEAR WALL(ADDITIONAL JOISTS MAYBE 17031-0064 AW DS 12. TYP#CAL HOLD-DOWN ELEVATION PER 14/S601. o REQUIRED). LEVEL 2 LEVEL 2 u It13. ANCHOR BOLTS TO BE 5/8"DIA x 7"MINIMUM EMBEDMENT PER 5/S601. PROVIDE HOT-DIPPED GALVANIZED 0. - 11. ALL RIM JOISTS AND BLOCKING TO BE 1 1/2" LSL MINIMUM UNO. ANCHOR BOLTS AT PRESSURE-TREATED SILL PLATES. 0 7 Q112.73 It Q PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24"ON ONE SIDE. LEVEL 1 LLEVEL 1 E N 15. TYPICAL DETAILS PER: ` ° 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER NOTE: 515601 TYPICAL SILL PLATE ANCHORAGE TO CONCRETE NOTE: o J STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 10/S601 PLAN-TYPICAL SILL PLATE ANCHORAGE TO CONCRETE m (j DARKENED LINES DESIGNATE DARKENED LINES DESIGNATE STRUCTU RAL THIRD a 14. FABRICATE ALL STEEL COLUMNS-114" PER FLOOR TO ALLOW FOR WOOD SHRINKAGE. AREA OF WORK. 13/S601 TYPICAL SHEAR WALL ELEVATION AREA OF WORK. 1315602 TYPICAL TOP PLATE SPLICE DETAIL - 0 _ Z 17/S602 TYPICAL STUD WALL OPENING (HEADER) DETAIL 2 s LEVEL STUD AND SHEAR a 15. TYPICAL DETAILS PER S602 18/S602 SHEAR WALL WINDOW STRAP j q WALL PLAN & FOURTH N 19/S603 TYPICAL INTERIOR STAIRWELL ELEVATION LJ ; Y r•.i 18/S603 TYPICAL HOLES AND NOTCHES IN WOOD STUDS 11 ""' o LEVEL FRAMING PLAN ns 9/S603 NON-STRUCTURAL PARTITION WALL CONNECTION {I-JOIST] CC co 16/S603 NON-STRUCTURAL PARTITION WALL CONNECTION )WALL PARALLEL TO TRUSSI o O 5 o 17/S603 NON-STRUCTURAL PARTITION WALL CONNECTION IWALL PERPENDICULAR TO TRUSSI N ._ 1-1 'f THIRD LEVEL STUD AND SHEAR WALL PLAN ~ a , FOUTH LEVEL FRAMING PLAN /_ , 0 ,-, SCALE: 1/8" = 1'-0" SCALE: 118" = 1'-0" 11:1" S2J3 .___,..„B ci 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 • 4 ■ 3 2 ■41 CI) �� 1-1 ® © ___.___..i \5\ 0 2 3 4 5 84'-0" 8Q4-0 t �: - _ _- 34'-0" 6'-0" 22'-0" 22'-0" 34'-0" 6'-0" 22'-0" 22'-0" I-I i r L _ __ __ j j- ARCHITECTS I I ® 4.60T 1W 1750 BLANKENSHIP ROAD �`J 9'_6° SUITE 400 © Fr W6 WEST L1NN . OREGON 97063 5.201 O 22'-6" FORCE TRANSFER o o O.00T 2.4QT 0.001 n TEL 503 . 305 . 3031 FAX 503 . 305 . 3014 F-.. N °D / �`J '7 PA 2x8® 16'OC 2 4.60T / PT6x6 POST ■ 0- -! l 5.207 � I GL5 1/2x11 7/8 I V ' PT6x10 I t � PT6x10 � i1 , 2W4 e ©I © ,(� © T - � ■ Zo - n o 2.801h. 23' 6" FORCE TRANSFER 1 \/� 6x6 POST e _- M I o GL5 112x11 7/8 I ..__ i 6x6 POST 3.70T (2) 2x8F " O 0 [ pc , - Fes, I I 1"GYPCRETE OVER 23132" " 6x6 POST 3.507 J I I a SHTHG 6x6 POST Q © 0 / PT6x10 // I © - El HGU TYP AT ---- - - - a. -- _AL PER PLAN NOTES 3-0" 2.807 /1-'c 2 GL TO GL CONN I GL5 1/2x11 7/8 T/GYPCRETE =43`-11" TYP 3 Y(2) 2x12 HDR11 1 s I PT6x6 PO:.T 6x6 POST 0 -_ S602 J GL5112x11718 _ '�� �► 2 3,901 r) o 0 ® cl< �� I TYP I `•, ca pm .•rt C z 921 SW Washington Street, Suite 560 1` 1 `� Portland Oregon 97205 1 I I = �-r 4x6 POST 4x6 POST H 2x8 CQ? 16"OC I mm, a 4 3tg _ \ © \ 0 © 0 Q w P: (503)242 2448 www.dci-engineers.com GL5 1/2x11 7/8 I GL5 1/2x11 7/8 S602 TYP 1 . CIVIL. / STR V CTV R/a.L (No 10 V N © 0 0 ©Copyright 05.2018 D'Amato Conversano Inc.At Rights Rescued !/^�� \{I This tlur:menl,and the leas and dnsip ns may not be rnennd,m whole ui GL5 1/2x 1 1 7/B +-t I�J ) 0 © 3 _ in Qai,.wilhoul wrNlen Per,rfissiun frnm o�,alu Cunve,sann nG. 2 S603 ; a = I- J 6x6 POST 3.707 o�,a "n�rsann Inc d claims any msponsibility for s uneulhoneed Q TYP �2 (2) LVL1 3/4x11 7/8 I G..* r.. Q H I 0 3 LOW ROOF n use . _ ® 3.90T I �J i o °' I uz, i _ S204 FRAMING 2 © / W4 3.801 2.401 1.607 o ' 0 cy n L_ ' / \� -- -------------- 3.707 L 14' 0" 32 2 in zw U \� ■ N g I --� - r--- --- I' GL5 1/2x11 7/8 W4 I mommilmmemilimunim 14 i ! GL51/2x117/8 i Li II O.DOT 0.001 3.80T3-501 (2) L1 3/4x11 7/8 HDR 11 3 © 3 0 0 \ ■ i 1 / 33'-0" C6x6 POST i E �s6oz - A - 1 1_I_ Cap- I I I i I x I �i - - cc �- ' 1"GYPSETE OVER 23/32" / I _I_��__--I I r ----./ 1 - .--_--I �i C° q\ - , .i... IfkucTuit4 0 �rPREFAB WOOD 3.701 Z SHTHG OVER 3x DECKING 7 �� TIiU55ES 24"OCOOtg" G,INREf�C��o PER PLAN NOTES 40$#114.0 _ L \� F �O X �' iL8Y OTHERS'< TYP AT HATCH 3.1OT (2} 2x4® 12"OC STUD WALL �p �Ci 7asssp� 'Q y,Lco `� TYP4 � /TIGYPCRETE=43' 11' ( �, 0,4, ,/� I iQTYP AT PARTY WALL, UNO\ - u_ rS602 y" x �, _I _ a : 7 6x6 POST 4x6 POST -------------------„I� OVERFRAMWG, TYPIl I / {4�:\ (�1 .n ORE ON TYP AT o 110 GL5112x11718 DB4$,. rr (2}2x4 STUD WALL STAGG oODT OO.00TBALCONY ( I= ° S603 L W= Oligibip 4w (2) GL6 314x11 7/8 DB I t 6x6 POST7-1 / �2 33 6" Y CN ,I FRAMING f' O (2) LVLT 314x11 7 ` .�• I U I --__ -- I 12"OC TYP AT CORRIDOR .( i �„ ►dam�. - a- `__ ---, ` - EXPIRES: �2�t-ie © 3 z 1 - I I --- I I 0 0 I cv 4� i I € = A 0.807 S604 I 0 1 ~ ° HDR PER PLAN NOTES i I 2x8®24 OC r N bo r 9 ' TYP AT CORRIDOR iw I N - ■ I I TYP S602 IF ,�// I6 2x10 LEDGER W/(3) 114"Ox4" 0.001 2 W6 ® O.oOT c ■ t o 1fir, �r I SDS SCREWS EA STUD I 25' D' \ I GL5 1/2x117/8 j I / , , I i S604 �/ - ,( c Q " i .../.... 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PREFAB WOOD N PER PLAN NOTES TYP AT v 7 I _ __I i - © g CO t m � ' ` - - �- --� TRUSSES@24"OC BY OTHERS ` I OUTDOOR TERRACE 1 I O.00T W4 O.00T _ I- 2 T/SHTHG =43'-2 112' --- 14 ---- I i I I i / 33,-0„ 3, **pi m _ • n� (ç) L ���. - I - V/ a.m.' I - 1 - - 1 GI ■ j c • r S602 i 1 i I W4 3.807 3.507 2 �a a I P. GL5 1/2x11 718 I I 01 1 14' 0" / O I C 0 -� - e=-_ L_ 3.507 ^^,, ti III o �`__�.__ ) 1 C 3.801 © I © 1.60T W Cr) i6 Co Amix �„ (2) LVL1 314x11 7/8 ---------- O 2.507 / C / o t° x 0 O /� I u \ C ,a- cc N / \ C71n - _ I 4.ODT 3.80T Rr LEVEL 5 LOW ROOF Q (2) LVL1 3/4x11 7/8 _, I 3 0 z CP 6x6 POST 4x6 POST 4x6 POST 0 0 0 0 0 0 cc GL5 312x11 7/8 s' Z I (2) LVL1 314x11 7/8 GL5 112x11 7/8 FRAMING PLAN Q , " \ " \ li Co (212x8 HDR -rte __ �_ .. `m �a �. -- Ln n - I 6 I SCALE: 1/8" = 1'-0" `~ IU C 11� - GL5 1/2x117/8 S602 J CY 0 0 0 cc _ o CV Co 1 Jn 2x8 @ 16"OC TYP I- d C9 tO o © 3 co x o p {2) LVL1 314x11 718 &') N `s' \ Co m - - PT 3x8 LEDGER - I- x I -- --_=' PT6x6 PO �T 6x6 POST C I , € W/(3) ROWS 0.22"Ox4"SOWS 2 4,007 6x6 POST i FT ,,i GL5 1/2x11 718 I SCREWS Q 12"0C STAGG TYP 12_....'-0" 0 1 © 0 0 I 1- C7 GL5 112x11 7/8 __ (2) 2x12 HDR �--£ r AT EXT BALCONIES TYP 3 2.80T r n III * PT6x10 I /� I I 10 / 2 1/2" CONC SLAB W/ ® iI 3.50T �DJ4 I (2) 2x8 HDR I' �I TYP I ca i i - I 2 807 / I I� 6x6 W2.9xW2.9 OVER 23132" 3 2W4 3.807 6x6 POST ■ THIS WIDTH SHOULD BE 3" lim_® S602 / r �l SHTPER PLANHG OVER 3NOTES DECKINGx icr 23.-6', FORCE TRANSFER 2.507 \ \ PT6x10 I i ■ A I Y Il i • ---� ` PT6x10 T/CONC = PER ARCH GL5 1/2x11 718 2 TYP AT a 6x6'POST 1 0.001 PT6x6 POST 5604 POST TO I 2 O 0.007 / W6 TYP AT BEAM 5604 22'-6" FORCE TRANSFER CS16 CONT T&B GF OPNGS BEAM TO POST IN WALL STUD AND SHEAR WALL PLAN NOTES: TYP AT FORCE TRANSFER WALLS FLOOR FRAMING PLAN NOTES: ROOF FRAMING PLAN NOTES: Li 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, 5101 AND S102. 1. REFER S205 FOR ROOF FRAMING PLAN NOTES. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. PARTY WALLS PER PLAN, PROVIDE 1 1/2"SPACE BETWEEN WALLS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO 4. BALLOON FRAME ALL WALLS GREATER THAN ONE LEVEL OR 10'-0"WITH (2)2x© 16"OC. FRAMING WITH 0.131" DIAx2 1/2" NAILS @ 6"OC AT PANEL EDGES AND @ 12"OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS.ALLOW 118" 5. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. ■ NOTES. • 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER 6. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(1)TRIMMER AND (1) KING STUD MINIMUM, DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. UNO. WHERE MORE THAN (1) TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8"OF FINISHED GRADE SHALL BE PRESSURE- THUS: .TRIMMERS TO BE CONTINUOUS TO THE POST TENSIONED SERB. BLOCK SOLID AT FLOOR FRAMING. c TREATED. ow t, m - > 6. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICR01 LAM 7. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(2) BUNDLED STUDS MINIMUM, UNO.WHERE , - = MORE THAN (2) BUNDLED STUDS ARE REQUIRED,THE NUMBER OF BUNDLED STUDS SHALL BE NOTED HANGERS AREAS SPECIFIED ON PLAN.WOOD"I"JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST THUS: . BUNDLED STUDS TO BE CONTINUOUS TO THE POST-TENSIONED SLAB. BLOCK SOLID AT FLOOR = SUPPLIER. "I"JOIST HANGERS TO BE TOP FLANGE BEARING SIMPSON MIT OR ITS TYPE, UNO. FRAMING. o Q `° ROOF \/\\\ ROOF o o, N `n 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2)2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR 8. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 16/S601. W m m 1 WALL PLAN ON FLOOR BELOW. C 0 2 10-16-2018 PLAN CHECK RESPONSE co LEVEL 5 9. ALL EXTERIOR WALLS REQUIRING WOOD SHEATHING PER THE ARCHITECT SHALL BE SHEAR WALL TYPE W6 0 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS"DB" UNO. LEVEL 510- Y 1 10-05-2018 PLAN CHECK RESPONSE (N INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN ec INDICATES LOCATION - d- ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. 10. AT STAGGERED STUD WALLS, BUNDLED STUDS, TRIMMER STUDS, KING STUDS AND SHEAR WALL a Y Revisions w LEVEL 4OF HOLD DOW LEVEL 4 o 0 9. WOOD"I"JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND COMPRESSION STUDS ARE TO MATCH THE WIDTH OF THE WALL PLATES. 08-21-2018 BUILDING PERMIT SET *-1 BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. X.XT . - ' Issues nl cm o 0 LEVEL 3 11. INDICATES TI NSION LOADS REQUIRED (IN KIPS). LOADS SHOWN ARE Al SERVICE LEVEL{ASD1. LEVEL 3 co .-I10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. ■ CIRCLED NUMBER INDICATES NUMBER OF STUDS REQUIRED FOR TDS HOLD-DOWN. o ■ DCI Project Number 6 AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1)JOIST OVER SHEAR WALL(ADDITIONAL JOISTS MAY BE _ Drawn by Checked by 2 1 REQUIRED). 12. TYPICAL HOLD-DOWN ELEVATION PER 14/S601. g 17031 0064 AW DS I- LEVEL 2 LEVEL 2 5 8 tin 11. ALL RIM JOISTS AND BLOCKING TO BE 1 1/2"LSL MINIMUM UNO. 13. ANCHOR BOLTS TO BE 5/8"DIA x 7'MINIMUM EMBEDMENT PER 5/S601. PROVIDE HOT-DIPPED GALVANIZED o a) 12. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24"ON ONE SIDE. ANCHOR BOLTS Al PRESSURE TREATED SILL PLATES. o LEVEL 1 LEVEL 1 E m _0 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE,AND POST CAP AND BASE REQUIREMENTS BELOW PER 15. TYPICAL DETAILS PER: 2 J om STUD AND SHEAR WALL PLAN ON FLOOR BELOW. NOTE: 5/S601 TYPICAL SILL PLATE ANCHORAGE TO CONCRETE NOTE: m a U Q 14. FABRICATE ALL STEEL COLUMNS 114" PER FLOOR TO ALLOW FOR WOOD SHRINKAGE. DARKENED LINES DESIGNATE 10/S601 PLAN-TYPICAL SILL PLATE ANCHORAGE TO CONCRETE DARKENED LINES DESIGNATE c° Q STRUCTURAL FOURTH AREA OF WORK 13/S601 TYPICAL SHEAR WALL ELEVATION AREA OFWORK. - 8 13/5602 TYPICALTOPPLATESPLICEDETAIL 2f, t LEVEL STUD AND SHEAR 15. TYPICAL DETAILS PER S602 17/S602 TYPICAL STUD WALL OPENING (HEADER) DETAIL co °C WALL PLAN & FIFTH LEVEL 18/S602 SHEAR WALL WINDOW STRAP W Y (NI 19/S603 TYPICAL 18/S603 TYPICAL HO SOR ANDIAIRWELL NOTCHES INELE WOODVATION STUDS CL �' 8 FRAMING PLAN N 9/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [I-JOIST] CC 1 (0 16/5603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PARALLEL TO TRUSS] O i. CoN 17/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PERPENDICULAR TO TRUSS] co FIFTH LEVEL FRAMING PLAN f \., FURTH LEVEL STUD AND SHEAR WALL PLAN 0 SCALE: 1/8" = 1'-0" W SCALE: 1/8" = 1'-0" .10".' S204 \.ice. Q _........_ 10 • 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 IMIMINIIIIIININI H C-11 © C3) c-ii co 0 \ ,......______ ______________, 84'-0" 84'-0" 34'-0" 6'-0" 22'-0" 22'-0" 34'-a" 6'-0" 22'-0" 22'-0" HILL ARCHITECTS PREFAB WOOD TRUSSES 1 ® 1.301 W6 I 1.80T I 1 75 0 BLANKENSHIP ROAD 0 @ 24"OC BY OTHERS, TYP �`1 ` 7 9'-6"� W6 SUITE 4 0 0 A A - - - - - - - K A A I • - - - - - WEST LINN , OREGON 97068 22'-6" FORCE TRANSFER Q \ CO o o a.aoT 2 0.001 2 TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 N (2) 2x12 HDR GIRDER TRUSS .7:. BY OTHERS F--- /----, - 6 "co O 0 - / = .� ` J - 2 1.30T N.4..... - / 1 80T n _ - GL5112x117/8 / / I - - W3 OI ``1 i 7 . T . ....,„ ■ ■ \ 11 ,,\\\\ i ii o 23' 6" o _: 1 I I+ FORCE TRANSFER ° 0 1i CO i I t 1.10T 2 \H )4.21 K] ,1 1.70T 1 I O 0 r' C I a __ / 0.40T 0 3'-0" C 0.40T ti u 0 - / TYP I =o2 ,..--e----- \�// 1.00T I - DCI �, c°° GIRDER TRUSS D n u m C C I N BY OTHERS �r ',LI- �, 921 SW Washington Street, Suite 560 F.; ^ 0 4x6 POST 4x6 POST " Portland, Oregon 97205 \o9M P: (503)242-2448 www.dci-engineers.com D C-1L = ® ® C-- O 6�� CIVIL / STRUCTURAL ZS) I l �� I [o ©Copyright 05.2018 D'Amato Conversano Inc.All Rights Reserved " �i N Il (2) LVL1 3/4x11 7/8-7 1.00T 1.1OT O 7hpntl�w lhoulwttlenha dvas anA[Yom9 DA H1a Cnnhve sBno Cn whole Of permission \ � \ D'Ama[u Conversenv Nc 6sdeims any msponsihtlily rw is u aulhuri)v.l cc ` / use I �t�� • - ' - La�� I (2} 2x4 @ 12"0C STUD WALL 0.10T W6 0.l OT 1.70T cNv ; _ s 14.6K1 11 I �� y TYP AT PARTY WALL, UNO o.9aT O 43'-0" \ 0 X y� • N t 11111111 ■ v�1 4 r _� 1\ [6.80K] \ O.40T W6 '� I ■ 0.401 1 n 5.22K , . 1 ; 33'-0" - - - I,L- - ] I -`-- ---- - G [ '` Al-'I I I -14 n a\ \ D FF _ \ 0.901 5� GINEj C - \ e --p.m- ,l = �� 47 4858P'9 �y N • 11 O 0 0 I N GL5 1 r2x12 ' k 0D a (2)2x4 STUD WALL STAGG @I, I li Cewfrr-- u. GIRDER TRUSS , \ --T T F J-M HDR . TYP 12"0C TYP AT CORRIDOR - w BY OTHERS h. . - ORE ON ---- • � - - 4/ 1 -/ N : I ' to qlr ---T MECH UNIT, TYP 'yi,9��NzPvJ N I CD EY C ® - .- ► . �' - - - - - - -/ 6x8 POST7 - - EXPIRE& 12-31-19 rc Lc Aik J r I fir/; _ �. Lo 1 J Nrri 5504 - r ++ , (2} 2x12 NOR N 9 O 0.80T - • t ■ MAX DRIFT AT MECH 1 I I I © I i ■ �� © i WELL= 30.4 PSF, TYP �� - - I - - [ ; 7 L - - - - - - - l - - 0 O 23/32"SHTHG Cfl 4 4 - 1 PER PLAN NOTES °p N l N ; � 4 /1 T/MECH WELL SHTHG =56'-0' o (2) 2x12 HDR I 7'-0"TYP- - I I 2 0.80T i D \\ ,- I D I Ao - 1 ii 01140� 6x6 POST 0 0 GIRDER TRUSS � m) _� I BY OTHERS -- ----� GL5112x12 r- 0 I - E o - i HDR 11 0 i o �° I fl -'� i i ar 2x6® 16"OC STUD WALL TYP 0.901 [ ('� a) 7,1 I I AT EXT, UNO r 0 19/32"SHTHG CO7 to I -2 T PER PLAN NOTES °D Q, ami N \ _ C Q 1 © `j• "_ , L,,,L) I r 1- li , ° T/SHTHG = PER ARCH 0 40T 2 W6 2 0.40TI ~44:( o =.14:, I �M -gm i 1 33' fl" l • m L 0 - • - • Q ,1 I _ - - t W6 - - a Q 1 15.22K] L - • `► -..\- 77. I i / _ J [6.80K] • 43' fl" / 1.70T n C N J N6, �`J n NC I W �,, r- 0.90TI -70 10T n O.I OT a L- -1 [6.8K1 A'��i ``J ' c. u_ c� , GIRDER TRUSSAlm1.10T < T (2) LVL1 3/4x11 7/8-\ �� \\:\\\N, L�� BY OTHERS ] 2T c / 1.101(NIcv 4 !I ® II /o 'Era zi) 0 /''' (I I -- ^ , 7 II t l , 4x6 POST 4x6 POST ! N ` V O 2 Y , cV �//���; 1.10T `� hry co V OJ Fi 0 /\ ❑_ _ ; _ TYP C r1 n B� ,I - II 1.701 II \`J • i I i 1 I 0.4aT / 1.1 aT I ■ / 3 L 1 o [4.21 K] IT 1 + q I I , 0 11 , 2 23x6" ._ THIS WIDTH SHOULD BE 3" ❑ZD f I I i 11 FORCE TRANSFER 7 1 /1 * •1 ! Q O.00T / W6 1 O.00T (2) 2x12 HDR 22'-6" FORCE TRANSFER C516 CONT T&B CF OPNGS STUD AND SHEAR WALL PLAN NOTES: TYP AT FORCE TRANSFER WALLS U U 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. PARTY WALLS PER PLAN, PROVIDE 1 1/2"SPACE BETWEEN WALLS. ROOF FRAMING PLAN NOTES: 4. BALLOON FRAME ALL WALLS GREATER THAN ONE LEVEL OR 10'-0"WITH (2)2x CO 16"OC. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S100, S101 AND S102. • STANDARD DEAD AND LIVE LOADS AND SUBMITTAL INFORMATION PER STRUCTURAL GENERAL NOTES. 5. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL • 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. • [2O00LBS] INDICATES SHEAR TRANSFER LOAD IN ROOF TRUSS TO BE LOCATED ABOVE SHEAR WALLS NOTES. ■ TRUSS. MANUFACTURER SHALL DESIGN THESE TRUSSES FOR THE BRACKETED LATERAL LOAD SPECIFIED 6. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY(1)TRIMMER AND (1) KING STUD MINIMUM, 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER ON PLAN, IN ADDITION TO THE DESIGN DEAD AND LIVE LOADS. UNO. WHERE MORE THAN (1)TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. Li THUS: ■ Q .TRIMMERS TO BE CONTINUOUS TO THE POST TENSIONED SLAB. BLOCK SOLID AT FLOOR 1 4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO ROOF FRAMING • SHADED REGION INDICATES APPROXIMATE AREA OF OVER-FRAMING.TRUSS MANUFACTURER FRAMING. m C N W WITH 0.131"DIAx2 112" NAILS @ 6."0C AT PANEL EDGES AND @ 121'0C FIELD, UNO. LAY SHEATHING WITH FACE IS RESPONSIBLE FOR DESIGNING THE OVER-FRAMING REQUIRED. TRUSSES SHALL BE DESIGNED TO 7. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY{2} BUNDLED STUDS MINIMUM, UNO. WHEREo 4 GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 118"SPACE SUPPORT OVER-FRAMING IN ADDITION TO THE SPECIFIED DESIGN LOADS. = C MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED s 16 BETWEEN PANEL ENDS AND EDGES. THUS: RHO . BUNDLED STUDS TO BE CONTINUOUS TO THE POST-TENSIONED SLAB. BLOCK SOLID AT FLOOR w • ALL GIRDER TRUSSES SHALL BE SUPPORTED BY A MINIMUM OF TWO STUDS. TRUSS MANUFACTURER TOFRAMING. N ig m 5. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM SUBMIT TO ENGINEER GIRDER TRUSSES REACTIONS. ROOF /\�. ROOF 4 m m m N HANGERS ARE AS SPECIFIED ON PLAN.WOOD"I"JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST -> rot SUPPLIER. "I"JOIST HANGERS TO BE TOP FLANGE BEARING SIMPSON MIT OR ITS TYPE, UNO. •• ALL MULTIPLE STUDS SUPPORTING HIP MASTER AND GIRDER TRUSSES TO CONTINUE TO FOUNDATION. 8. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 16/S601. INDICATES LOCATION OF HOLD-DOWN Li = 2 10-16-2018 PLAN CHECK RESPONSE °o 9. ALL EXTERIOR WALLS REQUIRING WOOD SHEATHING PER THE ARCHITECT SHALL BE SHEAR WALL TYPE W6 '-' 6. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2)2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR • ROOF TRUSSES SHALL BE DESIGNED FOR ADDITIONAL LOADS FROM [MECHANICAL UNITS, ROOF PATIO LEVEL 5 UNO LEVEL 5 Y 1 10-05-2018 PLAN CHECK RESPONSE o WALL PLAN ON FLOOR BELOW. AREAS, LANDSCAPING AND PIPING]. CONTRACTOR TO PROVIDE THE TRUSS SUPPLIER WITH LOCATIONS E- N m a7 0_E Revisions 4 AND SUPPORT CONDITIONS OF ALL MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER LOADS. 10. AT STAGGERED STUD WALLS, BUNDLED STUDS, TRIMMER STUDS, KING STUDS AND SHEAR WALL o u:17.7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS AND SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS AREAS DESIGNATED ON PLANS. LEVEL 4 COMPRESSION STUDS ARE TO MATCH THE WIDTH OF THE WALL PLATES. LEVEL 4 L.0 08-21-2018 BUILDING PERMIT SET 0 INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN .� ON LEVEL BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. • PROVIDE SIMPSON HI OR H2.5A HURRICANE TIES AT ALL ROOF TRUSSES AND ROOF JOISTS, TYPICAL. X.XT O 0 - Issues m cam' c O 8. PROVIDE SIMPSON H2.5A TIES AT ALL ROOF, TRUSSES TYPICAL. • TRUSS HANGERS SHALL BE SUPPLIED AND DESIGNED BY THE TRUSS SUPPLIER. LEVEL 3 11. INDICATES TENSION LOADS REQUIRED (IN KIPS). LOADS SHOWN ARE AT SERVICELEVEL{ASD}. LEVEL 3 = ■ S- CIRCLED NUMBER INDICATES NUMBER OF STUDS REQUIRED FOR TDS HOLD-DOWN. o 2 ■ DCI Project Number Drawn by Checked by IL :'e 0 17031-0064 AW DS 9. PROVIDE SOLID BLOCKING OVER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO • TRUSS MANUFACTURER TO DESIGN BEARING AT TOP PLATES FOR COMPRESSION PERPENDICULAR TO 7a 0 I 111. 12. TYPICAL HOLD-DOWN ELEVATION PER 14/5601. ce FRAMING, ALIGN JOIST OR TRUSS OVER SHEAR WALL(ADDITIONAL JOISTS OR TRUSSES MAY BE REQUIRED). GRAIN f'c =405 PSI [625 PSI, 565 PSI]. LEVEL 2 LEVEL 2 - 10. HORIZONTAL STRAP TIES INDICATED ON THE FRAMING PLAN ARE TO BE CENTERED OVER WALL TOP PLATE 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW 13. ANCHOR BOLTS TO BE 518(1) " REDIA x 7" MINIMUM EMBEDMENT PER 5/S601. PROVIDE HOT DIPPED GALVANIZED s ✓ AND/OR HEADER, BLOCKING OR BEAM. NAIL[STRAP TYPE]WITH (XX)x 1 1/2" NAILS @ 3"OC EACH END AND (XX)x PER STUD AND SHEAR WALL PLAN. ANCHOR BOLTS AT PRESSURE TREATED SILL PLATES. o ci 1 1/2" NAILS @ 12"0C INTERMEDIATE. SPLICE REQUIREMENTS PER STRAP MANUFACTURER SPECIFICATIONS. [PER LEVEL 1 LEVEL 1 15. TYPICAL DETAILS PER: N o HORIZONTAL STRAP FASTENER SCHEDULE 01801.1 J 14. IlLi . INDICATE SNOW DRIFT LOADS TO BE APPLIED TO PREFAB ROOF TRUSSES IN ADDITION TO BASE NOTE: 5/S601 TYPICAL SILL PLATE ANCHORAGE TO CONCRETE NOTE: -`5' 4 u 11. ALL RIM JOISTS AND BLOCKING TO BE 1 112" LST MINIMUM UNO. SNOW LOAD,TRIANGULAR LOADS SLOPE UNIFORMLY FROM LOAD SHOWN TO 35PF OVER LENGTH SHOWN AND DARKENED LINES DESIGNATE 10/S601 PLAN -TYPICAL SILL PLATE ANCHORAGE TO CONCRETE DARKENED LINES DESIGNATE STRUCTU RAL FIFTH LEVEL a ARE TO BE APPLIED IN ADDITION TO THE SNOW LOAD IN THE STRUCTURAL GENERAL NOTES. AREA OF WORK. 13/S601 TYPICAL SHEAR WALL ELEVATION AREA OF WORK. 141 12. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING CRITERIA: 15. TYPICAL DETAILS PER S603 13/5602 TYPICAL TOP PLATE SPLICE DETAIL 2-s- u-t STUD AND SHEAR WALL a • ROOF SYSTEM TO BE BIDDER DESIGNED. ROOF PLAN SHOWN ISA SUGGESTED LAYOUT. CHANGES MUST 17/S602 SHEARTYPICASTUD WALL OPENING {HEADER) DETAIL II •E PLAN & ROOF FRAMING 18/S602 SHEAR WALL WINDOW STRAP _ o BE SUBMITTED TO THE ENGINEER-OF-RECORD THRU THE ARCHITECT WITH BEARING POINTS AND 19/S603 TYPICAL INTERIOR STAIRWELL ELEVATION w rn REACTIONS TO STRUCTURE 18/S603 TYPICAL HOLES AND NOTCHES IN WOOD STUDS 1a o PLAN ry co • TRUSS LAYOUT SHOWN IS APPROXIMATE. TRUSS SUPPLIER IS RESPONSIBLE FOR FINAL TRUSS LAYOUT 9/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [!JOIST] N I o 16/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PARALLEL TO TRUSS] o AND CONFIGURATION. NOTIFY ENGINEER OF REVISIONS TO PLAN. 17/S603 NON-STRUCTURAL PARTITION WALL CONNECTION [WALL PERPENDICULAR TO TRUSS] 1 .O m , 00 ROOF FRAMING PLAN �/ FIFTH LEVEL STUD AND SHEAR WALL PLAN % CI SCALE: 1/8" = 10" Nor SCALE: 1/8" - 1'-0" a; wir S2()5 eu if 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 • 3 ■ 2 ■ 1 illiMMI 3 4 l PT SLAB AND 5 H REINF PER PLAN 11.1 #5 DOWELS W/STD HOOKS 19 TO MATCH VERT REINF 19 HILL 5501 S501 I f APSCHITECTS = 1 1 E LEVEL 2 1 t mil ° t IIM LEVEL 2 k_ 13'-2" (3)#6 T&B \bn— d " 13'2" 1 750 BLANKENSH1P ROAD (3)#8 T&B<1 T _ r2 iISUITE 40fl (2}#5x48" / i STD HOOKI l ���� , Ld WEST LINN . OREGON 97068 DIAGONAL, TYPE _ fi TYP WALL REINF (2)#5x48" TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 PER PLAN DIAGONAL, TYP i I TYP WALL REINF HAIRPIN TO MATCH 1 I CONC WALL AND 17 \ PER PLAN WALL REINF TYP AT , #6 W/STD HOOK 5402 «---- I ® �_ REINF PER PLAN HAIRPIN TO MATCH 541 ■ WALL END UNO @ 12"OC CTRD IN WALL c I WALL REINF TYP AT , L—•-- C _. ■ 6 - d vagi i CORNER REINF PER 4/S401 WALL END UNO ' 6 c o I v 5301 ` � I 7 �01 Q � (6)#6 I (10)#6 5301 J 1 �/� f i Street Level Rt— . Street Level / — — 1 0" i t 1 e 1 , , 'I – (YI DCI SHORING TO REMAIN (6)#6 ° UNTIL COMPLETION OF PT SLAB FTG AND REINF - $ �" PER PLAN (6)#61nia WC C G-a :' ,�® (.3 NOTE: \ 921 SW Washington Street, Suite 560 NOTE: Portland, Oregon 97205 ADDITIONAL INFORMATION PER 12/5402 DOWELS W/STD HOOKS P: (503)242-2448 www.dcl-englneers.cam TO MATCH VERT REINF,TYP UNO ADDITIONAL INFORMATION PER 12/S402 C I v L / ST R U CTU R A h ©Copy#ght 05.2018 D'Amato Conversant)Inc-All Rights Reserved SHEAR WALL ALONG GRID A SHEAR WALL ALONG GRID B.6 Yh sdocumnvn antl the leas antltl ny Ie may nol be reusu ,mwhglu nr in pad,without written Permission Irem D'Amato Conoersano Inc. D'Amd1p=',tz anen Inc.tliscleims eny responsibiMy for Ea unauthorized use 0 SCALE: 3/16" = 1'-0" SCALE: 3/16" = 1'D" 8" E ■ TYP TYP — ■ 111111 1 1 1/2. 1 112" I 1 CLR I I 'CLR 3/4r'CHAMFER, TYP 3/4" CHAMFER, TYP ,ItiAUCT(J 1 l l PROPe 4 �% GI NES S'j� 1 a ,., 1 ��? 74858PE lir 4z CS"(r-,.r- LI_ 4 ° U, EC Z (44/K • ° e U d J , kJ– d ° 4 <>6 ° ° ° d ,° , ° a L c- d e d ., ° ° ° N eL LLJ ° , cc ., a �� N Ar r a •/ 0 d ° ° \-•-•\/4 • , ( •i •, �yi�4ORES o�{JR 'I --l► II R &EY C'1P EXPIRES: 12-31-19 #5 HOOPS&TIES @ 4 1/2"OC #5 HOOPS&TIES @ 4 1/2"OC VERT REINF PER EL, TYP VERT REINF PER EL, TYP DOWELS W/STD HOOK TO ■ MATCH HORIZ RE}NF, TYP ■ PLAN - CONCRETE SHEAR WALL PLAN — CONCRETE SHEAR WALL -� c BOUNDARY (6 BARS) BOUNDARY " 6' SCALE: 1" = 1'-0" (03421) SCALE: 1" = 1'-0" w E r Fr� C L 0) ^ O al t < a)a 0 ai0_ n m ■ ■ W, a) c 7 N -0 c a' C lo N c N ,r7♦ �( N- a) W VJ L O C < ,—N-- 75 O C N hi- ■ ■ I'll— THIS WIDTH SHOULD BE 3" u ■ • 111•1•11111111111 6 0 a m c to w no L — U o a m L C t0 a) _. = M = r0 O r0 t c m m N co � m N o c Co ,O I <DtU Go i— U r„I y 1a t= N m m i Cr-y Revisions 1 `o . V O t D a � � 08-21-2018 BUILDING PERMIT SET 0 Issues in ,--ir» c crlC O iiMillIMMINMEMMINMI a m c .�-1 ■ o %) ■ DCI Project Number Drawn by Checked by IL 0 17031-0064 Author Checker Do 111111.1 I m $ cn (n O w _ m 2 2 3 L - m U m m 0 •$ m ----I m o 6 1g Q STRUCTURAL SHEAR 2s.o WALL ELEVATIONS a_ cc gen W m , rn0_ m o ,-, �1� c NCC m 0 rn OD � rn m Q s N 24 =-', immommummimemimmensumm co '-I O N S301 co a 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 MIIIMMINIIIIIMIIMINIIMIIIMIII 4d OR - SPLICE STD HOOK 2 112"M I N 01400 GRADE 60 REINFORCING 900 45° LENGTH TYP TYP MISCELLANEOUS TOP BARS HOOKEDID D\ STD CORNER REINF CORNER REINF BAR BARS (see note#5) BARS ` ice D 180° 314" CHAMFER HOOK TO MATCH TO MATCH SIZE 45 AT WALLS NOT IN Ld Splice Ld Splice Ldh TYPE EDGE OF FTG LONGlT REINF CROSS FTG HI D = 6d FOR #3 THRU#8 CONTACT W/SOILLONGIT REINF f'c = 3000psi D = 8d FOR#9, #10&#11 SPLICE _STD 3/4"CHAMFER - ALT EA SIDE - ° ° °�` < ~~ #3 17 22 22 28 9 D = 10d FDR#14&#18 AT WALLS NOT IN ~LENGTH TYP HOOK ° • ' • I • p � ---� : ° •a A _ #4 22 29 29 38 11 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS °4 a ° _ • HILI. CONTACT WI SOIL �I7 4 ar W ., #5 28 36 36 47 14 o z �%L�ap9 12d aL L :. ' , . _ _ a 4 a•° e • ° s n• .. _, 7 ° °-0 ° ° 11 a< ° #6 33 43 43 56 17 -0 - 2 ' + • • •.: } • •a • • z d a ° < ARCHITECTS _ #7 48 63 63 81 20 n ° ° ° 135° i�90 I 121_ CORNERREINF CORNERREINF W =l'ell1 P1800 ' GORNERREINF a" • 1� � z / TOMATCH TOMATCH < � 1750 BLANKLNSFi1P ROAD cn z -CORNER REINF TO MATCH W HORIZ REINF CROSS WALL n J d SUITE 4 a a #9 62 81 81 105 25 d d d U' < �' #10 70 91 91 118 28 J • TO MATCH CROSS WALL J I- r • 8 • HORIZ REINF _!� • A a D D D I HORIZREINF ' . a r WEST LINN . OREGON 97065 • HORIZ REINF ° #11 78 101 101 131 31 N • w ° a B c W TEL 503 . 305 . 3033 FAX 503 . 305 . 5034 #14 93 N/A 121 N/A 38 STIRRUP STIRRUP OR TIE CROSS WALL 1f J ° a a CROSS a a a ° t r #18 124 N/A 161 N/A 50 4d FOR#3, #4&#5 • • a • • a ° (3 WALL _� • ° r" z D = f'c = 4000psi D = 6d FOR #6, #7 &#8 _Jv-- _ _- _ 1 6 a4 r"'I 0„...---CROSS FTG a • #3 15 19 19 25 8 90°D $ E>1350 90°D ��D° AT CORNERS AT INTERSECTIONS AT CORNERS AT INTERSECTIONS aA 'v % - ■ #4 19 25 25 33 10 t f #524 31 31 41 12 6d OR cc z d"\)\ cc z H H 3" MIN NOTES: AT CORNERS AT INTERSECTIONS #6 29 37 37 49 15 - co��r� -0 NOTES: #7 42 54 54 71 17 co `'' L° "' 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. - #8 48 62 62 81 19 BEAM OR COLUMN CROSSTIES 2.WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. - pc ! #9 54 70 70 91 22 BEAM STIRRUPS AND COLUMN TIES 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. NOTE: - NOTE: #10 61 79 79 102 25 = = dBAR DIAMETER, DBEND DIAMETER 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. G I 1 1 C C a s TIES AND CROSSTIES FOR SHEAR WALL STEMWALL HORIZONTAL REINFORCING. 921 SW Washington Street, Suite 560 #11 67 87 87 114 27 BOUNDARY ELEMENTS SHALL BE STEMWALL HORIZONTAL REINFORCING. 2. FOOTING REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. Portland, Oregon 97205 #14 81 N/A 105 N/A 33 DETAILED AS COLUMN TIES/CROSSTIES. P: (503)242-2448 www.dci-engineers.com #18 108 N/A 140 N/A 43 STANDARD HOOKS AND BENDS - PLAN - TYPICAL CORNER REINFORCING PLAN - TYPICAL CORNER REINFORCING PLAN - TYPICAL CORNER REINFORCING ,QI�Ii_ / sT1=11JCTIJRA1_ ©Copyright 052018 D'Amato Conversano Inc.Al Rights Reserved f'c= 5°°°psi BEAM STIRRUPS AND COLUMN TIES AT CONCRETE WALLS 4 AT CONCRETE WALLS AT CONCRETE FOOTINGS ,n�tln'en'.andlhe�ea=andde=�nsmaynahees�. n�n,ee ,n pan,without wrinen pemission hom 6'Ameto Convurseno Inc D'Amalo Cenverseno U,c.tlisGa'vns any responsibiMy lo,ks una,R,xu W #3 13 17 17 22 7 O51 #4 17 23 23 29 9 SCALE: 3/4"= 1'-0" (03400) SCALE: 3/4" = 1'-0" (03402-SINGLE MAT) SCALE: 3/4" = 1'-0" (03403-DOUBLE MAT) SCALE: 3/4" = 1'-0" (03907) #5 22 28 28 36 11 #6 26 34 34 44 13 5/8"o x 24" SMOOTH BAR @ 24"OC, GREASE ONE REINF PER PLAN 111 #7 38 49 49 63 15 SIDE IN DOWEL INSERT - 2'-0" MIN PROVIDE REINF ON ALL SIDES ■ #8 43 56 56 72 17T/SLAB EQ TO ONE-HALF THE AREAS PER PLANae, r PER TYP OF SLAB REINF CUT BY OPNG #9 48 63 63 81 20 • • I • - • $ PLAN (I21#4 CTRD ALL SIDES MIN) #10 54 71 71 92 22 #11 60 78 78 102 24 i /N, ,��UCTUI SUBGRADE PREPARATION I I 12 VAPOR BARRIER 5 PROfes #14 72 N/A 94 N/A 29 \�" 6)/ #18 96 N/A 125 N/A 39 PER GEOTECH REPORT WHERE READ A / /� ��GB BFFq oy COMPACTED STRUCT FILL OR _ ` CV NOTES: TREAD DIM PER ARCH COMPETENT NATIVE SOIL PER I X CS,..F. a. GEOTECH REPORT 6'. cc _1 1/2"CLR r� 1. ALL TABULATED VALUES ARE IN INCHES. ISOG & REINF PER PLAN CONSTRUCTION JOINT )A cc o TYP OPS rhG RE a� 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR REINF PER PLAN t14 SAWCUT DEPTH OR t/4 D_ C° (ski .,, QQ' COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > T/SLAB PREMOLDED JOINT(11/2"MIN) r za ° �J db. A 6 ° - t T/SLAB i °a / �FY CNP PER PLAN PER PLAN I PER 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. _ L • ,• • j PLAN r , EXPIRES: 12-31-19 Ua Q4 1r 4° .1 r (2)#4 x 48"DIAD TYP 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. CC �2 C I .III I J-1 I II I I� I ° < ° AT EA CORNER, CTRD _ PER ARCH Lu 24" I Ii VAPOR BARRIER ° • 5, TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON 2 a , #4 x r� @ 18"OC SUBGRADE WHERE READ �� (6'-0"MAX) ■ IIIIMIIIIIIIIMIIIIIIMIIIIIIIIIIII - PREPARATION PER DOCUMENTS AS "TOP BAR". c I- I GEOTECH REPORT COMPACTED STRUCT FILL OR "' COMPETENT NATIVE SOIL PER COL SIZE&TYPE PER 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPICE LENGTH OF w SIDEWALK A ° I ' NOTES: CONTROL JOINT GEOTECH REPORT PLAN THE SMALLER BAR. PER ARCH-\ 1 ° I I- lr i 1. CONSTRUCTION JOINT IS A JOINT BETWEEN DIFFERENT 4. CONSTRUCTION/CONTROL JOINT TO ENCLOSE 7. LAP SPLICE OF #14 AND #18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLERTO#14 AND#18 BARS IS NOT I `=11 #4® 18"OC EW POURS. CONTROL JOINT ISA CRACK CONTROL JOINT WITHIN APPROXIMATE SQUARE AREAS 225 SQUARE FEET NOTES: PERMITTED. z ° - THE SAME POUR. MAXIMUM, WITH MAXIMUM PANEL ASPECT RATIO 7- CONTROL JOINT OR 1.ALL OPENINGS WITH A DIMENSION OF 24"OR GREATER SHALL BE III-III l I I '-III-I II OF 1.3 TO 1.0. CONST JOINT TRIMMED WITH REINFORCING. -f- + 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER OF Ld OF THE HIGHER GRADE BAR C4 -III I 3/4" KEY 2. USE"EARLY ENTRY DRY-CUT SAW"AS SOON AS POSSIBLE OR SPLICE LENGTH OF THE LOWER GRADE BAR. 1 i• I i I = WITHOUT CAUSING RAVELING OF CONCRETE EDGES- 5. CONTRACTOR TO SUBMIT 2. REINFORCING IS IN ADDITION TO ANY REINFORCING INDICATED UJ III----III [2}#4B SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. CONSTRUCTION/CONTROL JOINT PLAN TO ON PLANS. a) 9. COLUMN VERTICAL REINFORCING LAP SPLICE SCHEDULE PER 15/S401. STRUCTURAL ENGINEER OF RECORD FOR 6. 3. ALIGN A CONSTRUCTION OR CONTROL JOINT WITH REVIEW/APPROVAL. E 3. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. 10. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER 11/S402. . -. RE-ENTRANT SLAB CORNERS, EACH WAY,TYPICAL 0 TYPICAL LAP SPLICE AND TYPICAL SLAB ON GRADE PLAN - TYPICAL CONTROL JOINT PLAN - TYPICAL SLAB OPENING REINFORCING oJ STAIR ON GRADE 8 JOINT DETAILS WITH REINFORCING AT CONCRETE COLUMNS AT SLAB ON GRADE Q_ 6 DEVELOPMENT LENGTH SCHEDULE TYPICAL 34"= 1' 0" (03201) SCALE:93/4" = ' " (03214) 10 _ '- " SCALE: 3/4 = 1'-0" (01400) SCALE. 314 1 0 (03800) SCALE: 1 1 0 SCALE: 3/4" 1 0 (03220A) I- o a, n_ D • • a) a) 7 c SHTHG BY OTHERS Q CN c i"-- N METAL STUD WALL BY ^^�� ti OTHERS W co 6 V MIN 54MIL TRACK BY OTHERS 1.5H --_--/j - < - CONC COL OR WALL PER PLAN, MIN, UNO CONC WALL PER PLAN T/WALL CONC WALL PER PLAN REINF PER SCHED PER PLAN CONC WALL BEYOND PER ARCH • • a PER PLAN ,° 4 FIN GRADE FIN GRADEC i SEALANT PER ARCH, TYP TO MATCH 'yam IIIIII-I �� aa =III- I f-I N I ° MIN a ° :I I =IIII=1 I- -- -_I-I ITS I- FTG REINF --VERT DOWELS TO MATCH 1 1 1=1 1 I 1 AAn- III- 11=11 I1 0 ri.... SOG & REINF _ SOG & REINF -���--1=III=I I=� 4� NON STRUCT CONC OR CMU WALL VERT REINF, TYP PER PLAN A a I 1 I I II I I=I III I PER PLAN6" -III= I =III I PIPE OR CONDUIT SOG PER PLAN �° ° WALL u + =III=I I-II II= d MIN ° I=1 I I=I I HI d T/FTG N T/SLAB a U, T/SLAB - N J III-III-I I - PER PLAN 4' III- 11=1117 PER PLAN cn PER PLAN ! g r ANT/SLAB a ' .i �} W a4 •� . .I =III=7 11= a • ° =-111=-11=-111I-111-1 I- ■ a ° ° �, _ - -- -- - e I I-1 I - U �l i i a a -I I i - i- d A I I I IMMIINIIIIIIIIIIM PER PLAN :_, III-I I =I a • a 0 � I I Z z T/FTG - ..,`. ° -1 1 1- I I I 4,T/FTG I-III- ■ - ! . a /'i I/ G,< J I+I += x PER PLAN z ' I-1 l I-III- a a a < a 11 -� PER PLAN Z A �l I I I I - a =III I4 THIS WIDTH SHOULD BE 3" �{ a 4 I I�� f I "' } 4 T craze ° -I I 'a a < ° -III-I I g I= a aa a as =f I I- g - - 1=1 11=1 I =Ill- 1 ;-_ T/FTG WuJ I�I I I I1=1 I 1 Ill PER PLAN " -11 ISI-�i Tr I° r II� °.. -• ° STEEP AS = I = -�hI ° I I) I I II-I 1I III-I I ISI 1" _ rh J ii 1 1 - I m -5-III 1 11 1 11 11 1 1-III= !=III-I I- �-� POSSIBLE I iT, I-I -1 ca I _III-I I I�I REINF PER PLAN -I Ii ,III_ I I-I� INF PER PLAN 4" GAP I I-I I DOWELS TO MATCH WALL DOWELS TO MATCH WALL IM N VERT REINF (ALT HOOKS) / VERT REINF (ALT HOOKS) 1 5 H FTG REINF PER PLAN PER PLAN • PER PLAN TYP, �, MIN, UNO TO MATCH FTG U �- NOTE: PER PLAN THICKNESS ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. PIPE OR CONDUIT PLAN - TYPICAL JOINT BETWEEN WALL/ FOOTING AT EXTERIOR STEM WALL EMBEDDED IN SLAB ON GRADE COLUMN AND NON-STRUCTURAL WALL TYPICAL STEPPED FOOTING 14 EXTERIOR FOOTING AT CMU WALL AT METAL STUD WALL SCALE: 3/4" = 1'-0" (03204) SCALE: 1" = 1'-0" (03670) SCALE: 3/4" = 110" (03901) SCALE: 3/4" = 1'-0" (03151) SCALE: 3/4" - 1'-0" ■ ■ INIIMEIMNIIIIMNI z vi 43m C V m a' W w w (n - U m d -5,' j a m 71 z V a) cn PIPE SLEEVE I a h m 0 AS READ, TYP z I Q -- PER ARCFIN H/ `� w m j. T g f l : p°° III-III-III 11 I I- CIVIL ` 0 II La mU CoI = 1- _ �Ac�9 CONC STEMWALL I I 4 I - I ,_, 1_ z _ z p1- c� PER PLAN W - ___ --; .l �� 0 I - I - cC ci g (, pQ = O '" lair=' O f I I _ "I Fi I SLOPE CUT AS READ • i e m -- Rev Bions TIFTG r� IU '` PIPE,TYP m -I I III- _ I = PER GEOTECH REPORT s 08-21-2018 BUILDING PERMIT SET PER PLAN I PER PLAN i' I I IL °° 4 I I I I: I I II I ? N Issues _ _ 0c m c O I -I ° 4 I- I 11 y CCi l 17031-0064 AW DS ',-I ■ -1 I I �\ r I- ° " ° III I I 1 I- ■ DCI Project Number Drawn by Checked by U 1111, A l l d___,._,. ° ;III I vC. o Q ��� CONI. FTG __ _6 °d- • °TI I I .� O PER PLAN . ___ I 7 I= m 0. co J - 0. . o j- II h -f .. I a_' cc z PLACE CONC FILL = a) io -1 -I 1 11BEFORE FTG POUR I- 1 -=I11- 111_111:- > i 0 f I_ _ ,- 4711711=1 (SAME WIDTH AS FTG) °= I I= - -I : U VIII III,;'I I I EXCAVATION NOT o m `p o NOTES: ALLOWED BELOW J 1. PRIOR TO CONSTRUCTION, EQ `� EQ THIS LINE u E STRUCTURAL CONCRETE STRUCTURAL ENGINEER OF RECORD 8 U SHALL REVIEW PIPES/SLEEVES GREATER CL PIPE THAN 8"DIAMETER AND SPACED 1'-6" MIN PER PLAN 1'-6" MIN 2 .j DETAILS a CLOSER THAN 3"APART I- - N ELEVATION SECTION CL m 2. ALUMINUM MATERIALS SHALL NOT BE --+ EMBEDDED IN CONCRETE. 8 N f1L C r � o` co IOo rnc m N ifN 7 m N o 2-11 TYPICAL PIPE AND TRENCH LOCATIONS AT CONCRETE STEMWALL/FOOTING 0 16 SCALE: 3/4" = 1'-0" (03906) Co S41 10 • 9 ■ 8 ■ 7 ■ 6 ■ 5 • 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 MOMIIIIMIIMINIIIMINIIINI GRID LAP PER SOG & REINF SCHED, TYP GRID FI PER PLAN, TYP T/SLAB : \ A PER PLAN ° �' #4 CONT @ 12"0C, rV HILL ,f (1) MIN} I DOWELS PER SCHED [ELI DOWELS PER LAP PER - , I� ��i —' ° aAz7 x 315402 ARCHITECTS 7-III `I 1 H1JI . a a COL& REINF PER SCHED[EL] #5x6' 0"CTRD ON COL 1' 6" z SCHED VAPOR BARRIER I #4 x 18"0C x — SOG & REINF 1 1/2"CLQ 1 7 5 0 6 L A N K E iV S H I P ROAD WHERE READ 1 a °. PER PLAN #5 CONT TYP 50G PER PLAN w REINF PER PLAN �— a u - _ SUITE 4 0 0 _ <n SOG & REINF PER PLAN --i. III LLI°C N � / , #5x6'-0"CTRD ON COL WEST LINN . OREGON 97068 CC .:, J }, Tfi 503 . 305 - 303 FAX 503 . 305 . 3034 PER PLANL w PER 111---------s4 1 i 1 /ER PgAN PIER PSLABLAN gL •. U • „� `�PIER PLAN a �f FIN GRADE {6}#$ • s STEEP AS POSSIBLE • ° • - - - • a • 4 ° \'� d ' PLAN =1 I I- ° Q T/FTG f. . - _ \ • a 111---111- .. i':':'::::": . — I a 1 11 ) 1 ,= 1 °, ° e ° ° PER ARCH r` _. III=! I �` _ =1 ! 1= d°� ° �- 1 I I—III-1 I L ! APER PLAN 10 11-1 f dad ° • =1 I 1=I I ! TIExr FTG �4 p - 1 1; I� • III I I I 11111E I I I I I I I I I I l I l I r l l l l �1 f 1=1 I - ,, ° e ., ° a ! I ° _ I - -I I = I I 1 1 I I—I 1 ° °"d a 1 I-1 I 1 PER PLAN ° ° a a, ° m 1::.._1___________I__________:„,!----EXT THKND FTG �,, #4 HOOPS& CROSSTIE, ■ �, I=1 ° °° ° a ° ° ° ° ° I' ! II III 111=11— ° ad '\ a ° BEYOND ° ALT HOOKS @ 6"OC, TYP 8' VAPOR BARRIER =11 I_ ° a a d ° ° 11-- 1_I 1. ^° as ° ° �° ° •°°I ° ' WHERE READ (2)#4 CONT w —I " ,° ° • d ° —REINF PER PLAN ^ a° I REINF PER PLAN ^ �� �, MIN w d• ° I_ I° 4 ^ /f t + - DOWELS TO MATCH SLAB REINF 3"CLR,- w I 1 1= ° a ° . 4 ° ° 1 II YI I I- _ t ° �^� \-".L.-.=. 1 ° r 1' r " DC1 OR BEND CONT REINF TYP - ° - _ °V r ° ° — • - 4 ° . y e - I I I—I I E-1 I ° d I 1-111-11° I- 6" ° d 1 11= I -I 11=1 I I 1 1 1-1 I I --/ 1 3/4"CHAMFER, TYP t • ,,m,,, 1 ° III=11 11• M 3" CLR PER PLAN 921 SW Washington Street, Suite 560 PER PLAN TYP 3"CLR Portland, Oregon 97205 t TyP P: (503)242-2448 www.dci-engineers.com INTERIORSPREAD FOOTING o py+19h1'O5 018 D'AAmmatoo Co versanno IftC i C Rg ResFt erved This tlocumen[.and,he does and tlesgns may nm De roused,n whole o, TYPICAL DEPRESSED SLAB DETAIL '� 11 O�M18[O Con YBriMB alflCefdHcldsM9@ yO�u"361e3Ny1t'I�ASauna111hOf129tl TYPICAL TEP AT LAB ON GRADE AT N RETE LUMN 4 EXTERIOR COLUMN FOOTING 14x18 CONCRETE COLUMN SECTION �R SCALE: e. 3/4" = 1'-0"0 (03202) SCALE: 314" = 1'-0" (03202A) SCALE: 3/4" = l'-0" (03000) SCALE: 314"= l'-0" SCALE: 1'= 1'-0" (03606) ■ NON-BRG WALL PER ■ ' ARCH (BY OTHERS) PROVIDE (2)#4 IN HORIZ BOND BEAM PER 1 _ STORE FRONT BY IN ALL COURSES ARCH r CMU WALL PER PLAN CURB PER - OTHERS BELOW AND FIRST _ 6"CMU WALL -�((aIUCTUl4,Q / PER PLAN °5 PROF�r Z ARCH /' ABOVE SOG s� DOWELS TO MATCH CMU WALL c . `\GINE 1iPj VERT REINF (ALT HOOKS) w -#4x18" LONG W/STD HOOK C? `V74858P' @ 24"OC INTO CURB 24" CS+r: w 24" #4 x @ 18"OC PROVIDE (2) #4 IN HORIZ BOND BEAM ,l -Al t DOWELS x I TO SOG & REINF MATCH SLAB REINF #4 CONT A w (7,`N 1N ALL COURSES BELOW& FIRST SOG & REINFCOURSE ABOVE SOG ORE ON PER PLAN PER PLAN TICURB h SOG & REINF w o #5 CONT PER ARCH 4T PER PLAN w SOG & REINF PER PLAN 9� QV \\ = w v w 1 112" CLR FY CN T/SLAB T/SSB I SC ° I, },TISLAB a ' w Q T/SLAB TYP $PER PLAN PER PLAN 1 ° ' ° ° ° `�PER PLAN ^ PER PLAN1 , . , ° ° L. ° �'' FIN GRADE 1.. • ° 1 — FIN GRADE •a a ' 11 ° ° d •^ EXPIRES: 12-31-19 . . a ° T I I I I PER ARCH �. ° j PER ARCH ^ • ° ^ a a • —_ I f I- Z 1 1 1 A FIN GRADE, --- (4)#6 q, 11 Z l r1-J ` -�T='I-1 1 I 1 I I ° —I I 1 11- _I I I— 13 ° —1 I l' Lu • — ° t� - ' -1 I I-111-111—.1_ °a ;111- 2 y _ ° , I- a PER ARCHa r'cc I i `l °d ..■ a I ,- (D dI I Iz '� I -""'1 °°411 1;E I I- '• .�,. ■STEEP A5 POSSIBLE — _ _ _ MIIIIIiSTEEP AS POSSIBLE -1 I I I ° s ° a • I _ cf =I 11--I I 1-1 I l=1 I I� 7 #4 HOOPS @ 6"OC -11 a -111- ,1 II _ U- U } i I—I 11—i II-111 III— -�II - II I'N 11'•= III I I—III STEEP AS POSSIBLE • • \-] [, ~ 111- I1E11 —III REINF PER PLAN `" • — \ .I 11-I11-1 11- r REINF PER PLAN THICKENED SLAB II (2)#4 CONT PER PLAN [(2) #5 CONT, MINI PER PLAN PER 6/S402 I 3/4"CHAMFER, TYP Con //�� PER PLAN ADDL#4 CONT @ 12"OC V r PER PLAN �� C w NOTE: LU a) REFER 1/S402 WHERE DEPRESSED SLAB OCCURS E t o INTERIOR THICKENED SLAB �' CU O � fi TYPICAL THICKENED SLAB EDGE FOOTING THICKENED NED SLAB AND CURB AT STOREFRONT 8 EXTERIOR THICKENED SLAB EDGE AT CMU 9� FOOTING AT CMU NONBEARING WALL 10 12"x12" CONCRETE COLUMN SECTION 0 SCALE: 3/4" = 1'-0" (03203) SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" (03161) SCALE: 1"= 1'-0" (03606M) j - 0 H va3 a C N -0 !~ C N a) ti W to 8 O V r- ‘- ,_ 4-_,T/WALL PER PLAN - -r OR EL 6" CMU WALT 01402 Y� - PER PLAN REINFORCING GRADE 40 GRADE 60 SIZE ^ ' 24 #4 20 ` V 24" (2)#5, TYP 2'_0^ #4 x —1 @ 18"0C #5 25 30 TYP HOOK BARS WHEN 24" #6 30 36 LENGTH IS , #5 x 48" DIAL, TYP 1 S NOT AVAILABLE SOG & REINF #7 35 42 01401 _di PER PLAN A #8 40 48 f'cw (Psi) #5 #6 #7 #8 #9 #10 #11 Z? • (2)#5, TYP �,, , U _ T/SLAB 4000 20 23 33 38 47 57 69 • \X/ 1 5000 17 21 30 34 42 51 61 ° • ° ° • • z I PER PLAN THIS WIDTH SHOULD BE 3" -10-i^ ^ FUTURE SOG 6000 16 18 27 31 38 47 56 TISLAB I\ / III'III ° PER PLAN !—E I[ in in T/FTG / 1 ° a ° , _11 1 TISLAB ' ir- PER PLAN -1 1 I- • ' ---i ° NOTES: 1 STEEP AS POSSIBLE � • �' / 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS -11 1=1 I Iii 11— I I ° SPECIFICALLY NOTED ON DRAWINGS, u2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT �, NOTE: _ PER PLAN r GROUTED CELLS AND iF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE NOTE: REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". PROVIDE(2)#5 x 48" DIAGONAL TABULATED VALUES ARE IN INCHES. BARS AT WALLS 10"OR THICKER, NOTE: 3, ALL TABULATED VALUES ARE IN INCHES. ELEVATION - TYPICAL CONCRETE WALL ADDITIONAL INFORMATION PER 8/S402 TYPICAL LAP SPLICE AND DEVELOPMENT COLUMN VERTICAL REINFORCING OPENING REINFORCING NON-BEARING CMU WALL FOOTING AT STEP 14 LENGTH SCHEDULE FOR STRUCTURAL MASONRY 0LAP SPLICE SCHEDULE SCALE: 3/4"= 1'-0" (03401) SCALE: 3/4"= l'-O" SCALE: 3/4" = l'-O" (01402) SCALE: 3/4" = 1'-0" (01401) ■ ■ 24" PER PLAN #4 DOWELS x N. % ~ - cu @ 16"OC, TYP - _ GRID I T/SLAB •' o L �' L• ° ° dB i PER PLAN N m °••4 •• r DOWELS TO MATCH WALL ° • N m = -' • A J - VERT W/STD HOOK -) IIti -I I I ` 11 P co N • -1111 .F2 L `°1 N WALL& REINF PER PLAN SOG & REINF I I a° a ° ELEV PIT, VERIFY m .s °�° 15 ,� ��cp PER PLAN, TYP I 1_ • SIZE & DEPTH W/ y ci Q SOC & REINF PER PLAN. a z ARCH DWGS \\- ,� ° ° ° - Ce ' J ` ELEVATION MAY VARY PER PLAN #4 HORIZ @ 12"OC, • m m Revisions n o • ° < •• •• _ 4 �. w ▪ s 08-21-2018 BUILDING PERMIT SET O 1 — d I CTRD IN WALL, TYP cc -- a I Cl_ i .,, : Issues ry-) #5 VERT @ 12"OC - �" `° . TISLAB ° ° W/30" HOOKS, - -- -- -- e ■ PER PLAN a N ° b .----111—=111=111=-11 CTRD IN WALL, TYP • HYDROPHILIC WATERSTOP . • DCI Project Number 1 0 17031-0064 AW Drawn by Dshecked by WHERE READ, TYP IL fit • • a [ Ii I11 ! II ! fI IS1-11 I = N _ • =1 I I1 I 1= 1 r.111=111=11 6" ° ° ° • ` D E AkT/FTG ,` N -11 ,—( 11-111-111-1 —E I 4m oc , )1 #5 T&B CO 12"OC EW I cc PER PLAN • • _ s . d • • TYP a WI STD HOOKS EA END \i, Y to o_ -'I aa ° d v .' —I11- m IJ O , ' ^ _l c ' ° ° a ° 6 ° .a °4. Id 1 I I 4 a I H— I I- O m ` c _ 4- a ° T a °° ° ° c ° ° ° ° nA °n d 1 °ie • ° li 1 1—I u V .] a a s ° a 4 4° 44 . 1 d o dw+� I, a. ° ° ° a ° / I 1CD 0 6 d ° a ,, a a ° ^ ° ° ! I I-11 hf I 1 1 I 11111_1 I I, a /r I ° _I 1,1111 J . ° • � ; � � - 11=11 III—III- —1 1- Hos Q STRUCTURAL CONCRETE _ a 4 ° 4 a ° 0 " DETAILS r IH—II III Ill—! I f 1) I HYDRAULIC SHAFT PENETRATION _ .c 2 • • U I I 1111 III III 3TYPRT-'-� n = J I I 111 I III—I 11-1 WHERE REQQ rn ! C .5 O = "' REINF PER PLAN ELEV SUMP WHERE READ W ? rn NOTE: (10"SLAB &WALL THICKNESS, MIN 0.- g Ri PROVIDE MISCELLANEOUS W/#5 @ 12"0C EW, TYP) o co METALS AS REQUIRED BY ELEVATOR ` " Q TYPICAL END OF CONCRETE FOOTING MANUFACTURER. IA-1-5- 45 IMIIIMEIMEMMEINIMINIMIMM.1111 CO SHEAR WALL - PLAN 18 AT CONCRETE SHEAR WALL (BELOW GRADE) 20 S402ELEVATOR PIT SECTIONo SCALE: 11/2 = 1 -0" SCALE: 314" 10" SCALE: 314" = 1'0" (03902) a✓ rts 0 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 1 1/2"CLR TENDONS SHALL BE TYP STRAIGHT IN THIS AREA SLAB EDGE, TYP r �1 1/2'CLR " p-I BANDED TENDONS SLAB EDGE, TYP z PER FLAN co #5 T&B x 48"DAG TYP AT EA CORNER 4 � SLAB JOINT: N i--- DIST TENDONS / CORNER SLAB EDGE 6 (MIN} J +_ ADDL ANCHORAGE REINF INT SLABS: TOOLED JOINT. PER PLAN ` REINF PER [03304) 1 HILL PER [03306) & [03307] EXT SLABS: 112"W x 1"DP '' u Q BLOCKOUT W/ELASTOMERIC CAULKING. ARCHITECTS m Q 2OPP -11 G P-T TENDONS CORNER SLAB EDGE REINF \ ' I C P T TENDONS #4 T&B x 48"C�24"OC, CL SUPPORT L1 CL SUPPORT L 2 CL SUPPORT PERIMETER SLAB EDGE TO MATCH PERIMETER SLAB �- �� ' / -- - i PER PLAN UNO ON PLANS 1 7 5 O S L A N K E N S H 1 P ROA D REINF PER PLAN, TYP REINF i., PLAN EXTERIOR SLAB EDGE CORNER 1 1 1 1 z \ TISLAB \ , 5 u 1 r F a o 0 L112 +- L112 L212 L212 °D PERPLAN � w � a �� °a ry, WEST LINN . OREGON 97068 it f TENDON CENTER OF ' PROVIDE REINF ON ALL SIDES, a 1° ' - J " ° al •• ° a TEl 503 . 305 . 8033 FAX 503 . 305 . 8034 GRAVITY ABOVE 1 +I I 2,_0„ T&B EQ TO ONE-HALF THE AREA } ° B/SLAB OR B/DROP INFLECTION PER ARCH MIN OF SLAB REINF CUT BY OPNG POINTS PERIMETER SLAB EDGE BAND PER PLAN o c' S = ((2)#5 T&B ALL SIDES MIN)REINF PER PLAN, TYP 1'-0" NOTES: cog" MAXI TYP 3/4"x2 1/2"x12" KEY 48"0C N `� PERIMETER SLAB EDGE MAX BTWN TENDONS 1/2"CHAMFER • ~ ~ / REINF PER PLAN,TYP MIN 1.ALL OPENINGS WITH A DIMENSION OF 12"OR ■ I- �- i r' a � 1��_l r" T I i GREATER SHALL BE TRIMMED WITH REINFORCING. 2. REINFORCING IS IN ADDITION TO ANY REINFORCING TENDON PROFILE I 1 112" CLR I \ SLAB EDGE,TYP INDICATED ON PLANS. . DCI -ar- (REVERSE PARABOLA) --'r- -ar- TYP NOTES: 3. WHERE AN ADJACENT OPENING IS CLOSER THAN NOTES: 1.ADDITIONAL INFORMATION PER [03306 AND 03307]. THE SMALLER OPENING DIMENSION, EXTEND TRIM 1.ENGINEER SHALL APPROVE THE USE AND LOCATION OF ALL 0.1 L1- 0.1L� f I f (2) #5 T&B x 48"DIAL REINFORCING TO 24" MINIMUM PAST ADJACENT POST-TENSIONED SLAB CONSTRUCTION JOINTS. r NOTE: PLAN - INTERIOR SLAB EDGE CORNER 2. REINFORCING AT POST-TENSIONING ANCHORS NOT SHOWN FOR CLARITY. OPENINGS. f MW ) p W [ I R S 2.WHERE 1"DP BLOCKOUT OCCURS AT EXTERIOR SLABS, 921 SW Washington Street, Suite 560 CANTILEVER INT SPAN !, END SPAN i POST-TENSIONING ANCHORAGE AT 3. IF EDGE DISTANCE CAN NOT BE MET, CONTACT STRUCTURAL ENGINEER OF RECORD. 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. MAINTAIN CLEAR COVER PER PLAN. Portland, Oregon 97205 SPAN SLAB CORNERS PER 315501. P: (503)242-2448 www.dci-engineers.com PLAN - TYPICAL REINFORCING PLAN - TYPICAL POST-TENSIONING TYPICAL POST-TENSIONED TYPICAL POST-TENSIONED �IN/ii_ / sT�UCTU ' Q Copyright 05.2018 D'Amato Conversano Inc-Al Rights Reserved 0 TYPICAL POST-TENSIONED SLAB PROFILE AT SLAB EDGE CORNERS AT EXTERIOR SLAB EDGE CORNERS 4 LAYOUT AT SLAB OPENING SLAB CONSTRUCTION JOINT rn�tla,manf endtheaea=andd�=�nsyh��a" mwnPn. m part.wtthour wnhlen permission ham O'dmero Conversan"Inc n'Ama[o Convemano Mc.disdaims eay r•sponsihday fw.s vneuEhoraed use. SCALE: 3/4" = 1'-0" (03303) SCALE: 1/2" = 1'-0" (033041 SCALE: 3/4" = 1'-0" (03304A) SCALE: 314" = 1'-0" (03301) SCALE: 3/4" = 1'-0" (03305) MILD REINF TO BE DIST l'-6' 3TI8 STAGG DEAD END MILD REINF TO BE DIST 1'-6" 3T/8 ANCHORAGES 12"WHEN WITHIN THIS AREA ��{2}#4 BACKUP BARS __r_ 1'-0" MIN DIST TENDONS ' WITHIN THIS AREA • (2)#4 BACKUP BARS MORE THAN (2)ARE PLACED 1.5T W i ■ TISLAB CONT TENDONS1.5T W 1.5T PER PLAN Icco PER PLAN IN ONE LOCATION _ A TOP LOWER REINF PER PLAN 314"CLR MIN TYP, MILD REINF • DIST TENDONS TISLAB °° PLACE P T ANCHORS \ ] I STAGG EW, PER PLAN BANDED TENDONS o PER PLAN ',PER PLAN a �__ ---3/4"CLR MIN TYP, -1,. ` N _ VERT UNO a 033) °� „ PLACE P-T ANCHORS ' a d"�": ° VERT UNOr ~~ TYP �o A POR PLANOW SPET NDONS MAX LAN, GROUP - Q Q „-------MIN OF {2}TENDONS SECTION 18" - "' AT SLAB EDGE, PARALLELVCTt/1 +I 6" 6" #3 x ) (T-2") HAIRPINS - / TO DIST TENDONS ONLY5'�� ��18" EA SIDE OF ANCHOR \i''''---.---- BANDED TENDONS I �J� PROFF SECTION #3 x ; (T-2") HAIRPINS 11) ADDL HAIRPIN 1 I 1'_0" - PER PLAN, GROUP I I I I I TOP UPPER REINF \c�'�4..X4( �cAj� EA SIDE OF ANCHOR AT EA SIDE OF BANDED PIII7I =I I I II / (5)TENDONS MAX - r PER PLAN DC7 7asesPE '. yGROUPS OF (4) OR MORE TENDON GROUP i I ADDED TENDONS • ___ I I :_�,� n PER PLAN _ c51.F. DIST TENDONS r BACKUP BARS 6(MIN) I III �� �� III1 fDIST TENDONS • � : COL BELDw ORE ON • /PER PLAN f11 I �" -_ I I I �A Q' BANDED TENDONS - CL SUPPORT PLAN CL SUPPORT CL SUPPORT t; - 1II III II I I cn _ PER PLAN - _ m - a . . I , 1� /1 I E Q __ I- PER PLAN �'9 4. 23,a°,\JQ BANDED TENDONS cc w - BAR I BAR BAR o + ,1f . I 1 i I w w LF P -- ---- - • PER PLAN - > cc11 w e I{ 03 Q/*\ , �� -�,- Y CN o = CO SUPPORT BARS 1'-6" o fk o -- I 0: ' EXPIRES: -3t-19 #4 BACKUP P BARS .Z 0 �, o Q cc �- - I �It� ., _ :-»- -_,..,....____________________T-7--_ -- _- ■Ili■. �� - a o = w O BY OTHERS AS REQD + - '- F ��- _ r ■ r,ii SECTION (2) C z U Oi II ---- ---- - • SLAB EDGE _ 'I- �' o 11 C) o z z u z z 1 w �III1111 a - _ f z I i- 1 X _ 9 a as = Q m a 4`-0" MIN FROM F/SUPPORT _ l 1 f �l� a Q �■ �:' 4. Q - - 1 z OR PER PLAN o � : 1 JZ • ( 2 -11 I scTloN o o II I I ■ ---- ---- - • I l z 0 TISLAB a 1- ��� 1 �� �--� _�� I I I - r.: �_ _ - to PER PLAN LI r X II 1 I • : .. _ �; , „ ° 4 ' ° ° .- �k. -1ea V V I . 1 I # I , 1, .�� I I I I ��SLAB EDGE VARIES 6 [MIN} ° ° •I, I ! !I II H \ ���' r' PER PLAN d d Q - i�SLAB EDGE f I.11 :_ It `, III _ `� Nr CHAIR BY / I- IN I I - I I I I I \ __// TDP UPPER REINF �� I - \ DIST TENDONS PER PLAN , (2)#58 OTHERS, TYP I PER PLAN 1 [ I I 6" I MIN (2)#4 BACKUP LEGEND: 6 (MIN) I 4..-0 BARS, TYP, EXTEND PLAN MINI W= COLUMN WIDTH TOP LOWER REINF NOTES: NOTE: PLAN 24" BEYOND ANCHORS T= SLAB THICKNESS �l PER PLAN LEGEND: u., III _ _ 6" MIN 1.MINIMUM OF (2)TENDONS SHALL BE PLACED DIRECTLY CD STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING IT12"MAX NOTE: OVER COLUMNS, IN BOTH DIRECTIONS, UNO. W= COLUMN WIDTH E STRUCTURAL ENGINEER OF RECORD APPROVAL. NOTE: ••• T= SLAB THICKNESS STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING SECTION MINIMUM OF (2)TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, UNO. 2.ADDIT€ONAL POST TENSIONED ANCHORAGE 6" c ANCHORAGE STRUCTURAL ENGINEER OF RECORD APPROVAL. REINFORCEMENT PER 6/5501 AND 7/5501. F AT ENDS OF DISTRIBUTED TENDONS ANCHORAGE AT ENDS OF BANDED TENDONS ANCHORAGE AT ENDS OF ADDED TENDONS REINFORCING AT INTERIOR COLUMN REINFORCING AT EXTERIOR COLUMN c9 V SCALE: 314" = 1' 0" (03306) SCALE: 3/4"= 1'-0" (03307) SCALE: 3/4" = l'-0" {03308} SCALE: 3/4" = 1'-0" {03309} 10 SCALE: 3/4" = 1'-0" (03310) < __I Co GRID co- ■ P-T CONC SLAB BANDED P-T TENDON GROUPS ■ c I / TISLAB ,>, D Q f PER PLAN N -0- c acro, Cn, W cf.) i t° NP { _ ? r •X w -CONC SLAB & SLAB DOWELS PER PLAN, `'' Q I DOWELS T&B WHERE REQD MIN OF (2) P T TENDONS < ‘- I - 1"CLR 2 p REINF PER PLAN INO STL PIPE INSERT m Q PER PLAN OVER SHEAR WALL, TYP TYP 3/4"x 6" LONG CHAMFER STRIPJ • ` 8'-0"0C 14$"OC MAX AT P T TENDON 0 I- 15 READ FOR SLAB s SWEEPS) EA SIDE OF P-T TENDON GROUPS 6" / z PENETRATIONS OUTSIDE TISLAB "' r CONC SLAB Q Ul DOWELS#5 TO MATCH WALL o - THE 45°ZONE OF ANCHOR PER PLAN 1 • ,. • •° • • . •IL PER PLAN p REINF, BOTH HOOKS POINT SECTION AT BANDED TENDONS MIN ° cc a INSIDE AT SLAB EDGE CV _ INFLECTION POINT �' 4 • a • i° s & =• N o WHERE OCCURS P-T CONC SLAB DIST P-T TENDON GROUP ��� I \ . . d - , , T/SLAB ~ P-T TENDON,TYP m� I 4. cc PER PLAN u, HAIRPIN PER SECTION,TYP T/SLAB •,' o O0 N �• t ♦ -+ •° - u,� A • Ill PER PLAN ' 0 m I ° 4 I �.� w -'• VERT DOWELS W/STD A 1 m m - • • c(:)40z) PLAN o - HOOKS PER COL SCHED x! I aNP STD STL PIPE INSERTS Q - Cl- m f� Q CL■ O ��' REQD WHEN SLAB 2 O < _, m co SLAB EDGE WHER1 OCCURS ■ 2"CLR BTWN ~ ti0 U -V a 0 N o o a °4 a HOOKS AT SLAB EDGE THIS WIDTH SHOULD BE 3" --�I TENDONS MIN, TYP 1"CLRlT WITHIN N TYP 3/4"x 6" LONG CHAMFER STRIP THE 45°ZONE OF ANCHOR TISLAB ®8' 0"OC {48"OC MAX AT P T TENDON • I - a ' a ♦ WHERE OCCURS PER PLANIL ° ° 4 ° SWEEPS) EA SIDE OF P-T TENDON GROUP M CONC COL& REINF CONC SHEAR WALL ° a a° ° PER COL SCHED PER PLAN & EL r�� �� a (PF SECTION AT DISTRIBUTED TENDONS 4 a t °, NOTES: 0 i / • ., ., , 1. MARK ALL DISTRIBUTED AND BANDED TENDONS ON ALL ELEVATED POST TENSIONED SLABS. ROUGHEN SURFACE , ___ _ STD STL PIPE INSERTS {114"AMPLITUDE)TYP ADDL#3 x C 18" HAIRPINS© 12"OC 2. COORDINATE LOCATION OF CHAMFER STRIPS WITH SLAB REINFORCING. Y NOT REQD FOR SLAB u FOR EVERY(4)TENDONS, STAGG MAINTAIN CLEAR COVER TO REINFORCING AS INDICATED ON PLAN. PENETRATIONS LOCATED NOTE: ti PER PLAN SECTION HAIRPINS FURTHER THAN TWICE THE OPNGS ADDITIONAL INFORMATION 3. REMOVE CHAMFER STRIPS WHEM FORMWORK IS STRIPPED, GREATER DIMENSION PER [03320]. (36" MIN) FROM ANCHORS POST-TENSIONED TENDONS TYPICAL SLAB POST-TENSIONING SLAB PENETRATIONS AT TYPICAL SECTION TYPICAL SLAB CONNECTION " SCALE: 4" = ,' " (03302) 14 - OF CONCRETE COLUMN AT TOP OF SHEAR WALL WITH SWEEP GREATER THAN 1 :6 TENDON LOCATION MARKING POST-TENSIONED AN H R AT TOP SCALE: 1" = 1'-0" (03311) SCALE: 3/4" 1 0 (03313) SC LE 31 0 SCALE: 314 1`-0" (03324) SCALE: 3/4" = 1'-0" (03326) • ■ D (41 SLEEVES ,♦♦♦ �•♦ ♦� 6- TYP MAX PER /ZONE 1 � ♦♦�►♦ �♦♦♦♦� ♦♦ ♦ ZONE 2 „ GROUP #5 T&B, TYP SLEEVE, TYP ♦♦♦♦♦♦ ♦♦♦♦♦♦ •♦♦♦♦♦♦♦ ♦♦♦♦♦� CONC SLAB & U ALL SIDES ♦♦♦♦♦♦♦♦ ♦♦♦♦♦♦♦ ♦♦♦♦♦♦♦ ♦♦♦♦♦♦♦♦ P T S LA B EMBED PL318x4x 1 4 W/ a #4 T&B C�3 12"OC REQD ♦♦♦♦♦ ♦♦♦♦ ♦♦♦�♦♦♦♦♦ REINF PER PLAN \ - S 0-. ) L cc - o WHERE $"MIN SPACING ♦ ♦♦♦� ♦ • ♦♦ ++••♦ {4} #6 A706 BARS CO 4"oC z 1'-0"TYP 8" MIN ♦♦♦♦♦♦♦♦� ♦♦ ♦♦♦♦� ♦+♦♦♦ ��♦�♦C�♦�. PIE R PBAN ° CROS 5 TIES WI 135° ♦ ♦♦♦♦ ♦♦�♦♦*�♦ HOOK ON THIS SIDE WI STD HOOKS o /� z a0 TYP BTWN GROUPS IS NOT ♦♦♦♦♦♦�♦ ♦♦♦�♦♦♦♦ ♦.♦♦♦.♦♦ ., a J ,� ♦♦♦♦♦♦ ♦ ♦♦♦♦ ♦♦♦ ♦♦♦♦♦♦♦♦ d • s a • v J m UNO MAINTAINED ♦♦♦♦♦♦♦♦♦ ♦♦♦ ♦♦♦1♦♦♦♦♦♦♦♦♦ N SLEEVE,TYP - o_ v o CONC SLAB ' . ♦♦♦ *♦ ♦♦♦♦♦♦ ♦♦�♦♦♦�♦♦♦♦♦♦♦ ♦♦ ♦♦ ♦♦ ♦♦♦♦♦♦♦ ° ° ° - °" a ° ° l N v m 1 1/2"CLR _ w ° d PROVIDE SMOOTH TROWELED C m WI TYP w P T TENDONS •` • ad ■ SURFACE W/BOND BREAKER CC � 0 � 0 PER PLAN ( Mt i a aWOW ° ° � )CONC COLUMN ♦♦♦♦♦♦♦♦♦♦♦� ° ♦♦♦ ♦�� -------- p a - m a T/SLAB z o PER PLAN ♦♦♦♦♦♦♦♦♦♦ ♦♦ ♦♦♦♦♦♦♦♦ \` L CO e ® o ° ° ° PER PLAN ����.♦♦♦♦♦♦♦♦ °° ♦♦♦♦�♦♦♦♦♦♦♦♦ STIRRUPS W/135° L ° Y 00 ‘ t ���A�♦�♦♦♦♦♦♦♦♦ a ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ 0 v PER it _ a ° a ��♦��♦�♦��r���♦♦ • ♦�♦♦ ♦♦♦♦♦♦ s -HOOK AT BOTH ENDS k ' 4 a • ° E r } PLAN ' a� •40 as . O a°Oa \cao ♦S♦♦♦♦�♦♦♦+'•• °° ♦♦♦♦♦♦♦♦♦♦♦� ♦♦♦♦ 1 112"CLI A ° , EMBED L3x3x3/8 x 16" I 6- Revisions II ° ° ° ° n ° a x • a TYP W/(4) BENT#6 A706 a i o w DOR 4" t - , a - ��►`� ♦ ♦� 4 ♦♦ ♦♦♦ a a TYP _ o00 ♦♦♦♦♦♦� ♦ ° - ♦♦♦♦♦♦♦♦♦♦♦ BARS @ 4"OC d 3/8 o 08-21-2018 BUILDING PERMIT SET c7 MIN, TYP" q ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ♦ a ° ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ / r CONDUIT ♦♦ ♦♦♦♦♦♦♦ ♦♦♦♦ ♦♦♦ a ♦♦.�♦♦♦♦♦♦♦♦♦♦♦♦♦♦�♦♦♦ • • Q ° WELD TO PL Issues toM 18" MIN (D <T/3) (3I CONDUIT PER k. . °4 ♦�'♦♦♦♦♦♦♦♦♦♦ ° co 0 = -a a . DOWEL PER EL /PRIOR O = c w q 114 / BACKFILL OF m • DCI Project Number N BTVVN GROUPS TYP UNO GROUP MAX . , - ° a ,A , , _ • - .5 _ �" ■ •.♦♦♦♦♦♦♦ ♦ ♦♦♦ ♦♦♦ ♦♦♦♦♦♦4♦♦♦♦4 ' ,� ° WALL o Drawn by Checked by f- `may 2' 0"TYP 48" MAX ♦♦♦♦♦ ♦ ♦ ♦♦♦ ""♦♦♦♦♦♦♦ ♦♦♦♦♦♦♦♦♦♦ , w '- 17031-0064 AW DS U = DOR 2" MIN 2" MIN ♦♦♦♦♦ ♦� "♦,II�j ♦♦♦♦♦♦♦�♦♦♦♦♦♦♦♦♦♦♦♦♦�� �� �� STUDRAIL PER ♦♦ y ��♦i/� ♦ ♦ ♦♦♦♦♦♦�♦ FLAT BAR 314x3/4x1' 0" ,,,_ ♦ ♦S�♦♦ ♦♦ ♦♦♦♦♦ ♦♦♦♦♦♦♦ m Q cc TYP UNO TYP i •• ° ° o' MIIIIIIIMIIIIIIIIIIIIIMIIII NOTE: NOTE: PLAN, TYP ♦♦O♦♦♦♦♦♦♦,r�r'♦�►♦♦♦♦�♦♦♦♦♦♦♦♦ ♦♦♦♦♦♦♦♦♦♦♦♦♦ a a . a• WELD TO WALL Y NOTES: ♦♦♦♦♦� ♦♦♦♦ ♦♦♦♦ ♦♦♦♦♦ na 2" _ ..- o PROVIDE TRIM REINFORCEMENT PER [03220) OR [03301] PROVIDE TRIM REINFORCEMENT AS SHOWN AROUND ♦ ♦♦��1 ♦♦♦XMIN 90 DAYS m5 ♦�►��� 4 , a . / S zw WHERE MINIMUM SPACING IS NOT MET. GROUPS OF (5) OR MORE SLEEVES. PROVIDE TRIM ♦♦♦��♦ 1°CL' ♦♦♦♦♦♦ ♦♦♦♦♦♦♦♦ ' CLR _ I / \AFTER g1 To REINFORCEMENT PER [03220) OR [033011 WHERE 1. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. ♦♦♦♦ ,&IA1N' ♦�♦♦, ♦♦♦♦♦♦ � 1/4 I/ TENSIONING OF E o MINIMUM SPACING IS NOT MET. SLEEVE ♦� ♦♦ ♦ ♦♦♦♦ ♦♦ • PT SLAB 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WHICH INDICATE THE ♦ ♦�♦ ♦♦ ♦♦♦ ♦♦ �+' s J PLAN - NO ADDITIONAL REINFORCEMENT PLAN - ADDITIONAL REINFORCEMENT PLACEMENT OF CONDUIT IN SLAB. ��� �♦♦ m o NOTES: �_ • �� _�••• ♦ -, CONC WALL -E9 STRUCTURAL U '' NOTES: 3. DO NOT PLACE CONDUIT WITHIN 48"OF COLUMN FACE OR SLAB EDGE. 1. SLEEVES LOCATED IN ZONE 1 PER 1032211. WALL THICKNESS < 72 z 1.ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. 2. (1I SLEEVE WITH A 'D' < 6" IS ALLOWED IN ZONE 2. (1) SLEEVE TOTAL AT COLUMN. UNO NOTES: m POST-TE NS ON E D a 4. CONDUIT SHALL NOT TOUCH POST-TENSIONING TENDONS. PROVIDE 1. PLACE EMBED ANGLE IN WALL @ 4'-0"OC MAX. PLACE PL IN SLAB ALIGNED CENTER CHAIRS TO SUPPORT CONDUIT. " CONCRETE DETAILS '-' 2. SLEEVES SHALL NOT BE LOCATED WITHIN 48" OF COLUMNS WITHOUT ENGINEER'S APPROVAL. TO CENTER WITH EMBED ANGLE IN WALL. 3. SLEEVES NOT MEETING THE ABOVE CRITERIA SHALL BE SUBMITTED To STRUCTURAL W � ENGINEER OF RECORD FOR APPROVAL. STUDRAIL CONFIGURATIONS MAY REQUIRE 2. REFER TO PLAN FOR SLAB EDGE/TENDON CONDITION (BANDED OR DISTRIBUTED). 0- o 11 11 3. SLEEVES SHALL NOT INTERRUPT TYPICAL REINFORCEMENT INDICATED ON PLAN. 5. CONDUIT PLACEMENT NOT MEETING ABOVE CRITERIA MAY REQUIRE 3. REFER TO DETAILS X&XX/SXXX FOR INFORMATION NOT NOTED. r" ADDITIONAL REINFORCING AND/OR SLAB THICKENING. REVISION WHERE SLEEVES DO NOT MEET ABOVE CRITERIA. ii N 0 4. PROVIDE 2"MINIMUM CLEARANCE BETWEEN ALL POST-TENSIONING TENDONS. PLAN - SLEEVES THRU C m PLANS - SLEEVES THRU CONCRETE SLAB SLEEVES THRU CONCRETE SLAB CONCRETE SLAB AT COLUMN TYPICAL EXTERIOR CONCRETE BEAM POST-TENSIONED SLAB EDGE SLIP JOINT ~ � { 0 16 SCALE: 1/2"= 1'-0" (03221} SCALE. 1" = 1'-0" (03222) 18 SCALE: 3/4" = 1'-0" (03339) ` 9 SCALE 3/4" = 1'-0" (03702) 20 SCALE: 3/4" = 1'-0" a; S 5 IJ 1 .2, ...._ _ 10 ■ 9 ■ 8 ■ 7 ■ 6 • 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 r EQ I EQ i C C 4 - C Co c P_1 STUDRAIL PER C: SCHED,TYP C c STUDRAIL PER ALIGN STUDRAILS v. c fJ EDGE OF SLAB SCHED,TYP STUDRAIL PER c J L L CONC COL PER PLAN STUDRAIL PER /�CONC COL PER PLAN W/F/COL,TYP UNO 7 PER PLAN ~ "may 4 SCHED,TYP SCHED,TYP C V ARCHITECTS _�`I ALIGN STUDRAILS c E i r x x I c) C) c) V c) C) c) C) c) W/F/COL,TYP UNO c EDGE OF SLAB 01460 PER PLAN l c) C) C) c) c) C) c) c) c] t) c) <a o C) C] <) n l — 1 II II Ca ca c) ca c) c) <) c) c) c) c) ca c) c) c) c) i STUDRAIL SCHEDULE �SRX� ° 1750 BLANKENSHIP ROAD a U � d n da da a .° .m A a d d ° df ° I I F 400 NUMBER STUDS STUD DETAIL I C) C) c) C) C) c) C) C) c.) ^ ° a a MARK STUDQI d n a CONCCOLPER a a $ ° $ a WEST LINN, UOREGON 97068 OF RAILS PER RAIL SPACING REFERENCE a ° f—PLAN d d . d SR1 6 12 1/2" 3" 2/5502 ° ° a° a a a6 ° ° a — I U- C) c? C) c) C) C) o c) °° 0 0 C) c) C) C) 0 c) c) I TEL 503 . 305 .8033 FAX 503 . 30S .3fl34 ° a CONC COL PER PLAN ° a a ( SR2 ) 4 12 1/2" 3" 3/S502 °n 4 ° d ° an 4 ° a d°a 1 O U U O C) C) U O U ° dad W e ( ♦' 4 - a a ° ) ■ ( SR3 $ 24 1/2" 2.25" 4/S502 ° ° ° a °. d a ■ I C) C) C) C) C) C) C) C) C) ° — ° EDGE OF SLAB I c) c) V ca ca c) c) c) ca ° ° n c) C) Ca C) Ca C) C) Ca I I) I) C) c) c) C) C) C) C) ° a ° c) C) c) C) c) C) c) Ca c) I SR4 ) 12 22 1/2" 3" 5/S502 C PER PLAN {SR5 � 8 8 112° 4.5° 41S502 u V ALIGN STUDRAILS ` ` ALIGN STUDRAILS 40 W/F/COL,TYP C C C W/F/COL,TYP i= I {5R6 } 12 24 1/2" 2.25" 5/S502 ` ` ` 4 SR7 ) 12 22 1/2" 2.75" 5/S502 a C C C C C • -- t< '"' — C NOTE: C C C fc� afE � R �® NOTE: C ADDITIONAL INFORMATION C 0 C 921 SW Washington Street, Suite 560 C C PER 1/S502 AND 16/S502. C Portland, Oregon 97205 NOTE: _ _ ADDITIONAL INFORMATION PER 1/5502 AND 16/5502. NOTE: _ _ - - - P:(503)242-2448 www.dci-engineers.com STUDRAIL LAYOUT AT CIVIL. / STRUCTURAL ADDITIONAL INFORMATION PER 1JS502 AND 16/S502. � ADDITIONAL INFORMATION PER 1/S502 AND 16JS502. QcoPyr;Qhtoszots o':Orr,atoconversr3notnc.A1R;ghtsResen�a fl part,Without written e STUDRAIL SCHEDULE STUDRAIL LAYOUT AT EDGE COLUMN - SR1 STUDRAIL LAYOUT AT CORNER COLUMN - SR2 STUDRAIL LAYOUT AT INTERIOR COLUMN - SR3 INTERIOR COLUMN - SR4/SR50410410 cononynano Inc. " " ° � SCALE: 1"= 1'-0' (01460) SCALE: 3/4"= 1'-0" (03337) SCALE: 3/4"= 1'-0" (03336) SCALE: 3/4"= 1'-0" (03332) SCALE: 3/4"= 1'-0" (03332M) J o ,r � IL z ■ Nz w !t ■ aC V wQm pW `.S ZOO o W W CONC SLAB PER PLAN a 'tgUCTUR9 YVaRIEs m d S ,U PROFF ° PER FLAN n PER PLAN a4 ° ° � p PER PLAN �:1J' T4868PJE u- m Cn Z g a o STUDRAIL STRIP PL ftHNF PER FLAN Z t-1 I I N W J m PER SCHED W/ T/SLAB °- -o o SHEAR STUDS ' PER PLAN e SMALLER OF SMALLER OF a 4 a NUMBER&SPACING ° ° ° 4 4 T z W &SSTUTUDRAIL I OF STUDS PER SCHED _ &STUDRAIL NG •e a • - �` 0 iv g Yc'-31-19 /�� CONC COL PER PLAN ■ HEIGHT/2 HEIGHT/2 •�" I ° � ° � M ■ ■ AT VARIABLE THICKNESS SLAB REINF PER FLAN PEDGEER P REINF PER PLAN J � Q W IL � o �IL) PT TENDON Cl) m �`PER PLAN CONC SLAB ♦ QW PER PLAN CONC SLAB STEP c> m WHERE OCCURS n L �+�0 [PERPLAN "' W },TISLAB } a E''PER I Z o a °,o �.d.a �, PLAN w a a l + I 11 4 11 II _II alb Iii a d , 44 q W }— ! I I Il a I I ii I I III ° ° 8 d d O i SIL8JL1ja ll_IL 1✓>—; . a d a ( '� ' I ! 1 1 $) ° © � 'ta: a PT SLAB EDGE AT SLAB RECESS 1z a 10 CONC SLAB SOFFIT STEP 1 PER NOTE 4 D © SCALE. 3/4 = 1'-O' Q j- 1 ai n`. ■ OR CONC DROP BAND STUDRAIL STRIP PL m -- m PER SCHED W/ ■ WHERE OCCURS PER PLAN ' ' > p � � ¢ r a o v) SHEAR STUDS SMALLER OF SMALLER OF STUD SPACING, NUMBER&SPACING_ _ STUD SPACING N &STUDRAIL ' OF STUDS PER SCHED I &STUDRAIL n� HEIGHT/2 HEIGHT/2 CONC COL PER PLAN cis► o > o w o AT SLAB OR SOFFIT STEP o � UJU z LU Q °° 0W � CONC SLAB zNa o W W PER PLAN CONC SLAB STEP m WHERE OCCURS PER PLAN ■ � r T/SLAB � � _ ° ^ � � ■ PER Z d a � .�. ..-°a PLAN g . ' ° ?a e a a. a °a 4 4. Irl- THIS WIDTH SHOULD BE 3" -►) a 9 • ° < da4 e a ° e a. < " - d __ - ` a ° ° 4 d ° a 44 --•��—u�m�—t CONC SLAB SOFFIT STEP Lam, ° ' ' — — _ OR CONC DROP BAND /f' — R WHERE OCCURS PER PLAN) I o - SMALLER OF SMALLER OF a: m STUDRAIL STRIP PL NUMBER&SPACING h, PER SCHED W/ r STUD SPACING _ _ _ STUD SPACING o 0 SHEAR SUDS &STUDRAIL I OF STUDS PER SCHED &STUDRAIL HEIGHT/2 HEIGHT/2 .--`" CONC COL PER PLAN �r -- AT SLAB OR SOFFIT STEP J � QW W ■ C/) ° W ti ■ LU oW , z o 1 1/2"7-POST BASE 1 0 m1 CONC SLAB PER PLAN T/SAB d a ° d a a /e riI> PER Z I I 5(8QTHRD UD( I jja ' °Id PAN v _ S N in" en % _ en CU I ' I z m STUDRAIL STRIP PL 1/41/ m CO W o - PER SCHED W/ A_A +-' 1 10-05-2018 PLAN CHECK RESPONSE a SMALLER OF SMALLER OF -o ca cn SHEAR STUDS STUD SPACING_ _NUMBER&SPACING- STUD SPACING a Revisions &STUDRAIL OF STUDS PER SCHED &STUDRAIL i° HEIGHT/2 HEIGHT/2 —CONC COL PER PLAN C) t 08-2I-2018 BUILDING PERMIT SET C, --fir— 'SIMPSONABUZ WOOD COL PER PLAN Q Issues o m 8 W I ■ DCI Project Number ,! ■ NOT �� SED A-A I o Drawn by Checked by AT TYPICAL FLAT SLAB 117031-0064 AW Ds ! "'- 1111 l I T/SLAB a f) a II :- - a e STUDRAIL NOTES: d a a P STUDRAIL STRIP PLATE a N 1.STUDRAIL HEIGHT IS DETERMINED BY THE THICKNESS OF THE SLAB. HEIGHT SIZE SCHEDULE ° . U MAY NEED TO BE ADJUSTED WHERE SLABS STEP OF SLOPE. ,J STUD DIA "t" WIDTH a 4 - _ - - - - d 4 a a 4a 4 w � a ° m �j 2.STUDRAIL AT COLUMN CORNERS SHALL BE ALIGNED WITH THE FACE OF 1/2" 1/4" 1 1/4" r �'� STRU CTU RAL COLUMN. INTERMEDIATE STUDRAILS SHALL BE EQUALLY SPACED. PL1/2x8x0'-8"W/ 5/8" 5/16" 13/4" (4) 1/2"tx5"WHs PTCONCSLABPERPLAN 'c POST—TENSIONED a.a. 3. STUDRAIL SHEAR REINFORCEMENT SHOWN IN THESE DETAILS SHALL BE CONCRETE DETAILS STUDRAILS AS MANUFACTURED BY"DECON". 314" 3/8" 2' CC o o � NOTE: LU N i 4.WHERE SOFFIT STEP EXCEEDS 3"PROVIDE FULL DEPTH STUDS RAILS AT /c\ ALL STEEL TO BE HOT DIP GALVANIZED fy LOWER SOFFIT. 3 0 a TYPICAL WOOD COLUMN LJm TYPICAL STUDRAIL SECTIONS TO POST-TENSIONED SLAB �~ o 16 SCALE: 3/4"= 1'-0" (03330) 20 SCALE: 1"= 1'-0" (06910) S 5(1J2 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 a 9 ■ 8 a 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 _ PER it w 6`-0"MAX N SECTION i O `- THRD ROD PER i -Lii cc w PER PLANu STUD LL - -N- - ^ _ TDS MFR \ 7- SLAB EDGE - THRD ROD PER TDS MFR TIE DOWN ANCHOR SCHEDULE (EDGE CONDITION) TENSION ROD REINF REINF REINF REINF REINF REINF cr m tr 4 5/8" Ld PER PT SILL PLATE p-I z FORCE(ASD) DIAMETER MATERIAL THRD PL SIZE Y(MIN) PIECE"A" PIECE"B" PIECE"C" PIECE"D' PIECE"E° PIECE"F" u' + LU > - COUPLER PER TDS MFR > CONC SLAB -\\ _ STUD WALL& � 0.0k-6.7k 5/8" F1554 36 PL1/2x3x0'-3" 6" - - - _ - _ LAP SCHED SHTHG PER PLAN REINF PIECE"F"x 8'-0"PLACED WITHIN 10°BAND t -- I i PER PLAN CTRD ON THRD ROD&SPACED 6.8k 13.1k 7/8" F1554-36 PL1/2x3x0'3" 6" (2)#5 (1)#5 (1)#5 (1)#4 T&B (2)#5 (2)#5 1 BTWN BENT BARS, PER PLANA H IL L SLAB EDGE V13.2k-17.Ok 1° F1554-36 PL5/8x3 1/2x0'-51/2" 12" (2)#5 (1)#5 (1)#5 (1)#4 T&B (2)#5 (2)#5 ,� D i i'D -1 1 T/SLAB $� ° ° i PER PLAN �.; REINF PIECE"A" �_� �_� ° 4 4 a a. a 4 PLAN -SLAB CORNER CONDITION I : 17.1 k-21.5k 1 1/8" F1554-36 PL5/8x3 1/2x0-5 1/2" 48" (2)#5 (1)#5 (1)#5 (1)#4 T&B (2)#5 (2)#5 D ` D; a e° ° a 4 ° a ARCHITECTS = j ! , REiNF PIECE"E"x 6'-0"W/STD HOOK PLACED 21.6k-28.1k 7/8" F1554-105 PL5/8x3 1/2x0'-5 1/2" 48" (2)#5 (1)#5 (1)#5 (1)#4B (4)#5 (4)#5 h+1 1/4" a a4 a a ° _ ° ° a a °4 4 ° 4 4 ° <' A f WITHIN 10"BAND CTRD ON THRD ROD "" ° a4 4 a ' - a4 '-g- 4a. 1750 BLANKENSHIP ROAD 10" _I - 28.2k-30.Ok 1° F1554-105 PL1x3 1/2x0'-8" 48" (2)#5 (1)#5 (1)#5 (1)#4B (4)#5 (4)#5 L m a a _r 1 1/4 REINF PIECES"B"&C" ° ° a a a ° �, t� N L=2(h + 1 1/4") +2(Ld) +4 5/8" B e ° 4 ° SUITE 4 0 0 NOTE A: t I ° WEST LINN. OREGON 97068 CLR SLAB PER PLAN m A, WHEN LABELED AS PIECE"A"AT EDGE, ANCHOR BOLT,TYP TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 ,t,T/SLAB ! i--' •/// [coNc co r i THRD ROD h =t-(1 1/2"+ BOT CLR COVER), NOTES: `I'PER PLAN r= , f a ° ° a a a I - REINF PIECE"B"WHEN REQD FULL LENGTH BENT REINFORCING - PIECE "A" 1.USE 5/8"0 ANCHOR BOLTS WITH 7"MINIMUM EMBEDMENT INTO CONCRETE SLAB. z • I a a T THRD PL IL a. -tom 4 i ° 1 1 a ° d ° REiNF PIECE"C"WHEN READ -; rc . a 14 '°° d a Q�l 4 .-. , rr 2. EACH SILL PLATE PIECE SHALL HAVE(2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE • aa. ;' °a _ ` , a a a ° VERT BEND REINF PIECE"A"WHEN REQD tr' ` REINF PIECE"D" f-- > NOT TO BE CONSIDERED AN ANCHOR BOLT. • �1. ° a a e a a LOCATIONS .r ' 0 o ,i ° �'� �' a w v 3. LOCATE BOLTS WITHIN 1'-0"OF SILL PLATE PIECE ENDS AND AT 6'-0"OC MAXIMUM. Gv \ ' i 2 cc CC L ` -' 4. USE PLATE WASHER PER SHEAR WALL SCHEDULE AT EACH BOLT.STANDARD CUT u � / Q 1- 11" Ld PER r 1 I \--REINF PIECE"D" / m ca / cc m WASHERS ARE ACCEPTABLE AT NON SHEAR WALLS. o + 1 LAP SCHED - i 2 3/4" THRD ROD PER SCHED leg IF _ _ _ _ • • a �' i i 5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. USE 11/16"0 DRILL BIT. r "" ' MIN �! } 4 - ---- o THRD PL PER SCHED z a IZ ,I4°'Ilk 1 6. SILL PLATE THICKNESS AND FASTENING AT SHEAR WALLS PER SHEAR WALL SCHEDULE. e G� G o n s eR->i s w REINF CTRD REINF PiECE"F"x 8'-O" m _ 'i r` D; \mD -1 1 921 SW Washington Street, Suite 560 HEAVY HEX HEAD NUT °C w I- a. REINF PIECE"A" D p CD 7.CONTACT THE ENGINEER-OF-RECORD FOR POST INSTALLED ANCHOR OPTIONS. Portland, Oregon 97205 Z ON THRD ROD SPACED BTWN EVERY to OTHER BENT BAR LI) 1 ' P:(503)242-2448 www.dci-engineers.com m = CONC SLAB EDGE AS SHOWN REINF PIECE"C" -REINF PIECE"B' h C I V I L / "11"Ft Li CTIJ RA L TIE DOWN ANCHOR AT PERIMETER SLAB EDGE CONDITION co .. TYPICAL SILL PLATE ANCHORAGE ©cn L Copyright 052018 D'Amato Conversano Inc.Al Rights Resefved V w THRD ROD „ lbw document,and the ideas and designs may not be reused,n whole or `W D'Amato Donversano Inc.disclaims anyres NOTE: NOTE: L=2(h+ 1 1/4"+2 f I D)+ 11• TO CONCRETE n part,without wr"lart pemMssion from D'Amato Conversano Inc. responsibility for is unauthorized use. N REINFORCING PIECES"D"AND"E" REINFORCING PIECES"E"AND"F" SCALE: 1"= 1'-0" (06910) ELEVATION-PIECES"B"AND"C"PRIOR TO HORIZONTAL BENDS NOT SHOWN FOR CLARITY. NOT SHOWN FOR CLARITY. ■ THRD ROD PER TDS MFR PLAN A-SLAB EDGE CONDITION ISOMETRIC-SLAB EDGE CONDITION at muoommmmmumsamommmummoommm ANCHOR BOLT OR 4 � COUPLER PER TDS MFR EXP ANCHOR,TYP `:- 70° 1 1 J2 REINF PIECE"F"x 8'-0"EW PLACED WITHIN TIE DOWN ANCHOR SCHEDULE (INTERIOR CONDITION) 1 20"BAND CTRD ON THRD ROD TENSION ROD REINF PiECE"A" REINF PiECE"F" -Ti - - E PT SILL PLATE,TYP g�� F � V-8" FORCE(ASD) DIAMETER MATERIAL THRD PL SIZE IN EA DIRECTION IN EA DIRECTIONJ __VERT8END VERT BEND z �� N F , j f REINF PIECE'A' LOCATIONS OCATI N - 3 F / Z 1 O.Ok-6.7k 5/8" F1554 36 PL1/2x3x0'-3" N/A N/A �� L O S ;y� 4$5 F.9 Q9 SLAB EDGE WHERE r [6]>--- D CONC SLAB PER PLAN 6.8k-9.5k 3/4" F1554-36 PL112x3xO'-3" N/A N/A LL OCCURS PER PLAN m < a LL.. '� coe..F T/SLAB a " �l f ;1- r 9.6k-13.1k 7/8" F1554-36 PL1/2x3x0'-3" N/A N/A PLAN-PIECE"B" PLAN-PIECE"C" - 1 O 4 n PER PLAN IL ORE ON i . - ° 4 r Ehir 94I1 to a -- 4a - - } 13.2k-17.0k 1" F1554-36 PL5/8x3 1/2x0'-3 1/2" N/A N/A - to QQ" z l' ° _ < e 4a a a °4 a i ,° a° . ,, ° . a a , 4 ° d REINFORCING AT SLAB EDGES - PIECES "B"AND ffC" \-NOTCH IN 'si�'Rlic,•r 23. °� J c, C a 4 a 4 a ° ° a I' 12 4 1 a 17.1k-21.5k 1 1/8" F1554-36 PL5/8x3 1/2x0'-3 112" N/A N/A ' ' SILL PLATE 'Q4EY CSP'" CLE •OG ,, „i 4a 9 e 4 ° a 1/2" a'' 4 ° 4 ;a . 4 ! °t a 21.6k-26.6k 1 1/4 F1554-36 PL5/8x3 1/2x0'-3 (2)#5 (2)#5 1'-O" 41/2°(MIN) 41/2"(MIN) ptpjp 1241-19 I. . . . a a° 4 a 1 a 1 ' 1 ° $ a 4 a I - 4 a .a .t _ - .N[ .I v a -! 4 an a° ° e a ,4 4 e a a 26.7k 32.3k 1 318" F1554-36 PL3/4x5x0'S" (2)#5 (2)#5 ,'D) 1'-0"(MAX) 1'-0"{MAX) iv iO _ a ` NOTES: 1z 32.4k-38.Ok 1 1/2" F1554-36 PL3/4x5x0 5 (2)#5 (2)#5 i ua 38.1 k-41.8k 1 3/8" F1554-55 PL3/4x5x0'-5" (2)#5 (2)#5 1. USE 5/8"0 ANCHOR BOLT PER[06910]. • ■ THRD ROD PER SCHED - ■ 41.9k-49.7k 1 1/2" F1554-55 PL3/4x5x0'-5" (3)#5 (4)#5 Ld PER 2. EACH SILL PLATE PIECE SHALL HAVE(2) BOLTS MiNIMUM. HOLD-DOWN ANCHORS ARE NOT THRD PL SIZE PER SCHED LAP SCHED TO BE CONSIDERED AN ANCHOR BOLT. 4x"t" 49.8k-57.5k 1 1/4° F1554-105 PL3/4x5x0'-5" (3)#5 (4)#5 USE SLAB EDGE DETAIL iF<4x"t" f HEAVY HEX HEAD NUT 3. LOCATE BOLTS WITHIN 1'-0"OF SILL PLATE PIECE ENDS AND AT 6'-0"OC MAXIMUM. PLAN-HAIRPIN REINFORCING AT TOP AND BOTTOM OF ANCHOR AT SLAB EDGE CONDITION 4.USE PLATE WASHER PER SHEAR WALL SCHEDULE AT EACH BOLT. STANDARD CUT TIE DOWN ANCHOR AT INTERIOR SLAB CONDITION WASHERS ARE ACCEPTABLE AT NON-SHEAR WALLS. VAI NOTES: REINFORCING AT SLAB EDGES - PIECE "D" A-0 5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE.USE 11/16"0 DRILL BIT. 1. IF SLAB GEOMETRY DOES NOT MATCH OR IF THERE IS A CONFLICT CONTACT ENGINEER-OF-RECORD. "' 6. SILL PLATE THICKNESS AND FASTENING AT SHEAR WALLS PER SHEAR WALL SCHEDULE. "., Q,) 2.SIMPSON SA1 ANCHORS OF EQUAL DIAMETER AND MATERIAL MAY BE SUBSTITUTED FOR ROD/PLATE CALLED- OUT IN SCHEDULES. PLACE SA1 ANCHORS USING SIMPSON ABL ANCHOR BOLT LOCATORS. PROVIDE SUBMITTAL 7. CONTACT THE ENGINEER-OF-RECORD FOR POST INSTALLED ANCHOR OPTIONS. TO ENGINEER-OF-RECORD FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. o PLAN - TYPICAL SILL PLATE CO 0 -a TYPICAL TIE DOWN SYSTEM (TDS) ANCHOR AT CONCRETE SLAB ANCHORAGE TO CONCRETE 6 SCALE: 1"= 1'-0" (06100B) 10 SCALE: 1"= 1'-0° (06911) < p) & 2 o aS a • AT TOP FLR/ROOF 1 a a. S 5601 a' 18 WALL STUDS ABOVE c AT FLR S601 w �-PER PLAN 13 rr.- N 01430A SHEAR WALL SCHEDULE W6 FOR 0.148"0x 2 1/2"NAILS IN DOUG-FIR LARCH (2015 IBC) [16] ----) N. FLR/ROOF FRAMING T/SHTHG va o tan.' kn" i '�n�' gin;' �n� [2n� PER PLAN +�,, o a SOME SHEAR WALL TYPES NOTED MAY NOT BE USED PER PLANS&DETAILS--IL-. ON THIS PROJECT. I -11'11 II 1 II II II ii ~ TIE DOWN SYSTEM PER r=_n� 4.71 ( r4.71r7..7.1 I uq l FuPER TDS MFR,TYP - - < ,- WALL WALL SHEATHING NAIL SIZE&SPACING BLOCKING&STUD RIM JOIST OR BLOCKING 2x PLATE ATTACHMENT SILL PLATE ATTACHMENT SHEAR CAPACITY MFR(MAX TOTAL VERTICAL - -T TRIMMER STUDS&NAILING \\ - .r---- TYPE APA-RATED AT ALL PANEL EDGES SIZE AT ADJOINING CONN TO TOP PLATE NAILING TO WOOD RIM JOIST ANCHOR BOLT TO SiLL PLATE AT LBS/FT MOVEMENT FOR WALLS Lit- `�__ _L i it PER TDS MFR 'a 0 11 2 191 14 Fl PANFI Fnc;Fs iR F 111 RFI ow 17 RI OR BLOCKING BELOW CONCRETE BELOW[101 FOUNDATION[111 < 10'-0"LONG=0.125"PER II i i a i THRD ROD&TAKE UP FLOOR. MAX TOTAL VERTICAL i i 1 STUD WALL CONT DEVICE(TUDI PER TDS MFR,TYP W6 15/32" 0.148"0x2 1/2"Ca3 6"OC 2x CLIP 0316"OC 0.148"0x3 1/4" 6"OC 5/8"0®48"OC 2x 310 1( 1.1 ROOF PER PLAN MOVEMENT FOR WALLS 0.148"0x2 1/2"@ 4"OC 5/8"0 @ 32"OC 2x > 10'-0"LONG =0.18" I I PER PLAN W4 15/32" 3x CLIP @ 12"OC 0.148"0x31/4"@ 4"OC 460 PER FLOOR) 1 1 MiN COMPRESSION POST PER PLAN ___ _ / �,. STAGGERED 5/8"0 48°OC 3x[151 -ia i- 1 1..........V -rte i_--, ` • l' . C. 0.148"0x2 1/2"@ 3"OC CLIP 016"OC 0.148"0x31/4"0 6"OC 5/8"0 0 24"OC 2x BUNDLED STUDS •i is i I I'- it r' 1 IFIV: nr IlllW3 15/32" 3x 600 .1 l.i i 11-i�-, TAKE-UP DEVICE (TUD)AT I c i iQ :11411 tSTAGGERED EACH SIDE (2) ROWS[9] " 518"0 32"OC 3x[151 PER TDS MFR i ri i i:I r EAFLRPERTD5MFR ___ :r11 I ai ; ;r\�� 0.148"0x2 1/2"0 2"OC CLIP 016"OC 0.148 0x3 1/4"0 6"0C 5/8"0 0316"OC 2x 770 �' iii "a I I SHTHG PER PLAN 4th FLR , - t -I ";�- W2 15/32" 3x SHTHG PER PLAN 1--.. i 1 PER PLAN i i 1 STAGGERED EACH SiDE (2)ROWS[9] 5/8°0 @ 24°OC 3x[15] '`'`�. i rl i i I_' 11 I 15/32" 0.148"0x2 1/2" 4"OC CLIP 12"0C 0.148"0x31/4" 4"OC a EDGE NAILING TO i_i I iii i i i ' ' =__-:-. ,- 1\-COMPRESSION STUDS PER PLAN 2W43x 5/8"0 0 24"OC 3x[151 920 COMPRESSION STUDS •1 1.1 r 11.1 I I i ' WALL STUDS EDGE NAILING PER SCHED 1 i I ' • BOTH SiDES STAGGERED EACH SIDE (2)ROWS[91 y 1.1 I 11-1 r i 1 i AT(2) INNER MOST i �' ■ PER[061201 i i• PER PLAN TDS FORCE PER PLAN 0.148"0x31/4" 4"OC i:r I ill i.i i.i �� COMPRESSION STUDS i r I N- THIS WIDTH SHOULD BE 3" -►i 2W3 15/32" 0.148"0x2 1/2"0 3"OC CLIP 0 8"OC (2)ROWS 191 OR 1--14r:11 �'�� I 1 1 II 4,3rd FLR ,_ .--''_ I 3x 5/8"0 16"OC 3x 1151 1200 15 : TI i ---ti:.' ti I r SILL PLATE W/ PER PLAN i �� STUD WALL&SHTHG BOTH SIDES STAGGERED EACH SiDE (2)ROWS OF SDWHO.195x4 5601 :i Iii i i i I I I I ATTACHMENT PER ; i i PER PLAN,TYP SCREWS 8"0C191 •1 1.1 i I i:I I•I I-i I I SHEAR WALL SCHED 0 6"0C BALANCE 01/4°NAILS CLIP 0 8"OC •i i:i r 1 1 1 I COUPLER PER TDS MFR 15/32" 0.148°0x2 1/2"0 2"OC CLIP 0 8"OC EACH SIDE[7,8]OR 6 -i i 1 I ".i i 1 I' II P-T SLAB PER PLAN / / COMPRESSION STUDS,UNO , i i � 3x 5/8°0 12°QC 3x[15] 1540 `ffPER PLAN i 2W2 BOTH SIDES STAGGERED EACH SIDE (2) ROWS OF SDWHO.195x4 S601 -i 1-i I - _ iii i.i i•r I-i T/SLAB i i II II SCREWS 0 6°OC[9] I•i i r 1 1 I i ,'i I.1 1 1 1:I 11 1 i ! I NOTES: .' '." ' II I Ii- 1 11 c� •i 11 i___ 11I El _-b--- _LI_ T/SLAB PARTY WALL ( c.) [11 INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. [10] ANCHOR BOLTS SHALL BE PROVIDED WITH HOT-DIPPED GALVANIZED STEEL PLATE WASHERS NOTE: WHERE OCCURS ° TOTAL VERTICAL MOVEMENT I° ° as << PER PLAN TYPICAL TiE DOWN SYSTEM i i , 0.229"x3"x3"MINIMUM.THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13(16x1 3/4" ° ANCHORAGE AT EACH FLOOR ° a aqt [21 WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE SHALL INCLUDE MOVEMENT 9 a __ °j d a FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SiDES ARE NOT LOCATED ON WASHER TO EXTEND TO WITHIN 1/2"OF THE EDGE OF THE SILL PLATE ON THE SIDE(5)WITH FROM ALL COMPONENTS OF ' _ ° A 4 a THE SAME STUD. SHEATHING.AT 2x6 WALLS WITH SHEATHING ON BOTH SIDES USE PLATE WASHER 0.229"x41/2"x41/2" THE TIE DOWN SYSTEM MINIMUM. EMBED ANCHOR BOLTS 7"MINIMUM INTO THE CONCRETE. PLAN - INTERSECTING SHEAR WALLS & SHEAR 13] BLOCKING IS REQUIRED AT ALL PANEL EDGES. [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. TYPICAL SHEAR WALL ELEVATION TYPICAL TIE DOWN SYSTEM (TDS) ELEVATION WALL END TIE-DOWN ANCHOR LOCATIONS [4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS PROVIDE HOT-DIPPED GALVANIZED(ELECTRO-PLATING IS NOT ACCEPTABLE)NAILS AND CONNECTOR INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS OR PLATES(FRAMING ANGLES, ETC) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED SCALE: 1/2"= 1'-0" (060906) SCALE: 1/8"= 1'-0" (06103M) SCALE: 1"= 1'-O" (06120M) • DOORWAYS OR AS DESIGNATED ON PLANS. HOLD-DOWN REQUIREMENTS PER PLANS. FRAMING MEMBERS.ADDITIONAL INFORMATION PER STRUCTURAL GENERAL NOTES. - THRD ROD PER TDS MFR PER TDS (ALTERNATE NOTE:WALLS SHOWN WITH HORIZONTAL STRAPS BELOW AND/OR ABOVE ., END OF STUD WALL OPENINGS REQUIRE SHEATHING, SHEAR WALL NAILING, ETC ABOVE AND BELOW ALL OPENINGS). 1121 WHERE WOOD SHEATHING(W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE -k-- --Air- '-� COMPRESSION STUD PER PLAN MFR PER PLAN m ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. 15 I TAKE-UP DEVICE(TUD) THRD ROD PER TDS MFR °, ' TAKE-UP DEVICE(TUD)&COUPLER PER TDS MFR = 15] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POSTS.EDGE NAILING MAY 1 S601 5 - (TDS FORCE PER PLAN) I \ PER TDS MFR . N t; ALSO BE REQUIRED TO EACH STUD USED IN BUILT UP HOLD-DOWN POSTS.ADDITIONAL (13] AT ADJOINING PANEL EDGES, (2)2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF r i SOLID BLKG W/GRAIN VERT OR i i AT EA FLR SHEAR WALL INFORMATION PER HOLD-DOWN DETAILS. SINGLE 3x STUD.DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS i i ems PLATE WASHERS PER TDS MFR DBL TOP PLATE LSL OVER ENTIRE AREAS OF L TOGETHER WITH 3"LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SHEAR WALL i I SHTHG PER PLAN i i COMPRESSION STUDS BELOW,TYP = -6 [6]INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS.ATTACH SHEATHING TO SECTION. SHTHG PER i r �= PLATE WASHER PER TDS �_� c i 1 MFR AT EA FLR i "' WOOD HDR PER TDS MFR i ___ INTERMEDIATE FRAMING WITH 0.148"0x2 1/2"NAILS AT 12"OC WHERE STUDS ARE SPACED AT PLAN -- �_ i i i -_F. i i ti rim 16"OC AND 0.148.0x2 1/2"NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC. [141 CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT S i I \ BOT PLATE PER SHEAR WALL SCHED i i i V ,/ --- m N ALTERNATIVES TO CAST-IN-PLACE ANCHOR BOLTS.SPECIAL INSPECTION MAY BE REQUIRED. i i i 1 i\ i I i.I\ COMPRESSION STUD PER PLAN -- ID 171 BASED ON 0.131"0x1 1/2'NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE I 1 i I 1 i I 1 1 *�� - ,�, coI 0.131°0x2 1/2"NAILS WHERE INSTALLED OVER SHEATHING. [15] NAIL STUDS TO 3x SILL PLATES WiTH EITHER(2)0.148"0x4"END NAILS OR I i ' 1 1.1 m i ' ' I ,^1 1 _ RIM JOIST PER PLAN �, ` ' TRIMMER STUD&NAILING CONT WALL WHERE o (4)0.131"0x21/2"TOENAILS. .T/SHTHG __ OCCURS PER PLAN "T�� � PER TDS MFR . (NI [8] FRAMING CLIPS:A35 OR LTP5 OR APPROVED EQUIVALENT. PER PLAN i i BLKG BEYOND W/GRAIN VERT EDGE NAILING TO COMPRESSION OPTION A 4- 1161 WX WHERE W INDICATES WOOD SHEATHING AND'X"INDICATES EDGE NAIL SPACING. <� 20 i 1 OR LSL TO MATCH WIDTH OF STUDS PER[061201 . Revisions o [9] WHERE BOTTOM PLATE ATTACHMENT SPECIFIES(2) ROWS OF NAILS OR SCREWS, PROVIDE COMPRESSION POSTS BELOW PER TDS END OF STUD WALL RIM JOIST PER PLAN 4 NO JOIST ABOVE 08-21-2018 BUILDING PERMIT SET , DOUBLE JOIST, RIM JOIST OR EQUAL BELOW.STAGGER NAILS/SCREWS IN ROWS 1 1/2"APART [171 EDGE NAILS SHALL BE LOCATED 3/8"FROM PANEL EDGES. S601 I I i I MFR PER PLAN = z Issues M MINIMUM. " ! I i �--� 'PLATE WASHER PER TDS MFR =3 o - a N N • • N 1 1 i I i WALL STUD PER PLAN,TYP § • DCI Project Number 1-1 ■ jr r r r T JOIST PER PLAN W/ THRD ROD PER TDS MFR 17031-0064 AW Drawn by OS Checked by 6 i i I i "� THRD ROD PER TDS MFR D ADJOINING PANEL EDGE i '1 1' SHEAR WALL I FULL HEIGHT WEB STIFF - - DBL TOP PLATE 1 I i 1 EDGE NAILING TO COMPRESSION SHTHG PER PLAN I i EA SIDE OF WEB i 1 SOLID BLKG W/GRAIN VERT OR 2 (I) PANEL EDGE NAILING,TYP I- i i 11 LSL OVER ENTIRE AREAS OF Y eL i �__ STUDS PER[06120] i i COMPRESSION STUD PER PLAN DBLTOP PLATE 11 i i ��----�'� 1I COMPRESSION STUDS BELOW,TYP G It a) SHEAR WALL 11 •N 3 l i i ••COMPRESSION STUDS 1 1 0'" TOd ra _ SHTHG PER 1 i ,fr� • PER PLAN,TYP i 1 1sTUDS EDGE NAILING TO COMPRESSION ii = o ki PLAN i i i i •i 1 PER[06120] IL / !! 1/1 Q 1. ___, .I , -�,- --ti- --ti-- t i ' f STRUCTURAL WOOD a PER TDS -I OPTION B \- - s t; "� NAILING TO MATCH NOTES: MFR 'I END OF SHEAR WALL PER PLAN NOTES: RIM JOIST PER PLAN 2 s= FRAMING DETAILS a PLATE NAILING 1.TAKE-UP DEVICE(TUD)SHALL HAVE THE ABILITY TO TAKE UP AT LEAST 0.25"PER FLOOR. 1.TAKE-UP DEVICE(TUD)SHALL HAVE THE ABILITY TO TAKE UP AT LEAST 0.25"PER FLOOR. oN JOIST ABOVE (2)2x STUDS 2.TIE DOWN SYSTEM PER MANUFACTURER(MAXIMUM TOTAL VERTICAL MOVEMENT FOR WALLS< 10'-0'LONG = 2.TIE DOWN SYSTEM PER MANUFACTURER(MAXIMUM TOTAL VERTICAL MOVEMENT FOR WALLS< 10'-0"LONG =0.125" NOTE: W m '-1 0.125"PER FLOOR. MAXIMUM TOTAL VERTICAL MOVEMENT FOR WALLS> 10'-0"LONG=0.18°PER FLOOR). PER FLOOR. MAXIMUM TOTAL VERTICAL MOVEMENT FOR WALLS> 10'-0"LONG=0.18"PER FLOOR). COMPRESSION STUDS BELOW C- a 8 i.; PLAN NOT SHOWN FOR/ CLARITY. CC.� N3.TOTAL VERTICAL MOVEMENT SHALL INCLUDE MOVEMENT FROM ALL COMPONENTS OF THE TIE DOWN SYSTEM. 3.TOTAL VERTICAL MOVEMENT SHALL INCLUDE MOVEMENT FROM ALL COMPONENTS OF THE TIE DOWN SYSTEM. PLAN - BLOCKING AT m - CO SHEAR WALL SCHEDULE - DOUG-FIR LARCH TYPICAL TIE DOWN SYSTEM (TDS) AT MID-STORY TYPICAL TIE DOWN SYSTEM (TDS) AT TOP STORY TIE DOWN SYSTEM (TDS) AT RIM JOIST 18n Q 16 SCALE: 1"= 1'-0' (01430A) SCALE: 1"= 1'-0" (06101) 19 SCALE: 1"= 1'-0" (06102M) 20 SCALE: 1"= 1'-O" (06122) 501 Ci IININNNNNINNININIMNINIINIIINNINNIINIIINIIIIIIINIIIINNNIINIIMNINNINNI 10 • 9 • 8 • 7 • 6 • 5 • 4 • 3 • 2 • 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 T__A - -i___N__ - SHEAR WALL SHTHG -r-Ar-SHEAR WALL SHTHG I - ' WHERE APPLIES,TYP I WHERE APPLIES,TYP _ ' ! SHEAR WALL SHTHG ' PLATE ATTACHMENT PER SHEAR WALL SHTHG `, -y SHEAR WALL SHTHG 1 + -I 1 WHERE APPLIES,TYP 1 ADDL NAILING&BLKG READ FOR SHEAR WALL SCHED WHERE APPLIES,TYPI PLATE ATTACHMENT PER PLATE ATTACHMENT PER WHERE APPLIES,TYP I PLATE ATTACHMENT PER DIAPHRAGM EDGE 1 i I PI_il SHEAR WALL SCHED SHEAR WALL SCHED + PLATE ATTACHMENT PER (2) ROWS OF PLATE NAILING PER I ADDL NAILING&BLKG REQD---------------_ I SHEAR WALL SCHED NAILING PER PLAN ( � DIAPHRAGM EDGE NAILING DIAPHRAGM EDGE SHEAR WALL SCHED SHEAR WALL SCHED FOR(2)ROWS OF PLATE NAILING 1 I PER PLAN AT SHEAR WALL TOPPING PER ARCH / DIAPHRAGM EDGE ` I DIAPHRAGM EDGE NAILING PER PLAN TOPPING PER ARCH NAILING PER PLAN i BELOW PER SHEAR WALL SCHED PER PPLAN AT S�EAR WALL _4 NAILING PER PLAN I DIAPHRAGM EDGE NAILING TOPPING PER ARCH TOPPING PER ARCH i PER PLAN AT SHEAR WALL i I SOLID BLKG PER PLAN TOPPING PER ARCH I' BELOW 1HZIL L ADDL NAILING&BLKG REQD FOR I ADDL NAILING &BLKG READ FOR I // BELOW I - ` T/SHTHG „„313-� (2) ROWS OF PLATE NAILING PER T/SHTHG �,,,,al,°,n (2) ROWS OF PLATE NAILING PER -ram__ ! 1T/SHTHG „,, __” sT/SHTHG - _u1,-.---%, .,--u— _ —L - -,_--...-77,_- 1=f= 1 !.'=1 SHEAR WALL SCHED PER PLAN -- - -.....EL____-_,--,----, -11=12'` SHEAR WALL SCHED .. `e 4.PER PLAN I r��l I 1 4,T/SHTHG �!'I � PER PLANV PER PLAN ( I ARCH 1 T F C T S PER PLAN =-� 1--r -'� • 1 I r'' I ! I- tri!i1 2x4 W/ = i + I BLKG @ 48"OC W/ + + (4)0.131"0x3 1/4"NAILS1 i WEB STIFF PER JOIST MFR ! I + (2)0.131"0x3 1/4"NAILS JOIST PER PLAN W/ 1 ,! JOIST PER PLAN T� I TO TOP PLATE " cr«�moi,' I 2x4 W/(4) I i i I �;, ' RIM JOIST PER PLAN `� �i 1 Ir, 1 1 r I'I I 1 7 S O B L A N K F N S H 1 P ROAD 1r (2)0.131 0x3 1/4"NAILS JOIST PER PLAN W/ 1 r I u I, 0.131"0x3 1/4" NAILC 1 I +1 '"' it I i (2)0.131"0x3 1/4"NAILS Ir SUITE 4 0 0 i! i �� 1 WEST LINN. OREGON 97068 Ir '•� -- __ JOIST PER PLAN 11 1 „: It r ! It 1 �x Jr_ " I RIM JOIST PER PLAN I ,` ( 1� 1 RIM JOIST PER PLAN � r[ �' �>� Ir i i1, ADDL NAILING&BLKG READ �� �'_, f ' Ih+' FOR(2) ROWS OF PLATE NAILING I r _� �� i �5� \ 1 TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 �' RIM JOIST CONN PER I _ RIM JOIST CONN PER X1 , /' © PER SHEAR WALL SCHED 1 .► \ I RIM JOIST PER PLAN I SHEAR WALL SCHED 1 -^�a " BLKG CONN PER I SHEAR WALL SCHED 1 1 -•► JOIST PER PLAN I 1 ' JOIST PER PLAN I / RIM JOIST CONN PER W/(2)0.131"0x3 1/4" 1 SHEAR WALL SCHED I RIM JOIST CONN PER ' I STUD WALL&SHTHG i STUD WALL&SHTHG it SHEAR WALL SCHED NAILS TO TOP PLATE a SHEAR WALL SCHED • i PER PLAN PER PLAN i STUD WALL&SHTHG STUD WALL&SHTHG \ ' WEB STIFF PER JOIST MFR ■ I i BLKG 48"OC W/ PER PLAN WEB STIFF PER JOIST MFR PER PLAN (2)0.131"0x31/4"NAILS 1 STUDPER WALL&SHTHG TO TOP PLATO i i i PLAN 1 ' I II I. I I I I �" —ti— - -.1.__At_ _ i _ t-�_ f _ , - 1 ! L. • - I a- - - . 1 - - - -erL_ C Lr1I IIflf EGGS® 921 SW Washington Street, Suite 560 INTERIOR WALL Portland, Oregon 97205 EXTERIOR WALL INTERIOR WALL AT P:(503)1I_2448 www.dci-en1.JFlA1 neers.com CEV242 f STRUCTURAL PERPENDICULAR TO FLOOR JOISTS PARALLEL/P E R P E N D I C U LAR FLOOR JOIST ©The Copyright05.2018t�D'Amato Cenvn,may to Rights Reserved This document,end the idea"to designs may not Inc.. reused,in whole Ror eserved EXTERIOR WALL PARALLEL TO FLOOR JOISTS PERPENDICULAR TO FLOOR JOISTS INTERIOR WALL PARALLEL TO FLOOR JOISTS 4 SCALE: 1 = 1'-0 (06021) mpsrt,wdhoversano declaims san responsibility forioInc ° . D'Amato convwseno Inc.ins.dada ms°nr nsspon"wday ror is unauthorized 0SCALE: 1"= 1'b" (06022) """ SCALE: 1"= 1'-0" (06001) SCALE: 1°= 1'0' (06002) SCALE: 1"= 1'-0' (06020) ■ TnvT ALT SHEAR WALL T_r4.-r-T- -T ALT SHEAR WALL ■ I I I,e SHTHG LOCATION,TYP I 1 1 SHTHG LOCATION,TYP SHEAR WALL SHTHG -r UNIT `,"-'�� CORRIDOR SHEAR WALL SHTHG - i 1 I r I 11 I WHERE APPLIES,TYP + I WHERE APPLIES,TYP 11 I DIAPHRAGM EDGE NAILING I 11 I DIAPHRAGM EDGE NAILING 1 SHEAR WALL SHTHG I 1 11 I I I I I PLATE ATTACHMENT PER I I I PER PLAN AT SHEAR WALL I I I I PER PLAN AT SHEAR WALLI WHERE APPLIES,TYP PLATE ATTACHMENT PER I ADDL NAILING&BLKG REQD ADDL NAILING& BLKG READ ADDL NAILING&BLKG READ FOR e SHEAR WALL SCHED SHEAR WALL SCHED 1 FOR(2)ROWS OF PLATE NAILING i I I i BELOW,TYP FOR(2) ROWS OF PLATE NAILING PER i I i BELOW,TYP (2) ROWS OF PLATE NAILING PER ' I I DIAPHRAGM EDGE NAILING DIAPHRAGM EDGE I I _ PLATE ATTACHMENT PER ,�¢uCTtIRQ PER SHEAR WALL SCHED,TYP t t PLATE ATTACHMENT PER SHEAR WALL SCHED,TY" I i i i i PLATE ATTACHMENT PER SHEAR WALL SCHED 1 NAILING PER PLAN I DIAPHRAGM EDGE I vagi PRope PER PLAN AT SHEAR WALL SHEAR WALL SCHED I I 1 I / SHEAR WALL SCHED,TYP I I 1 / I SHEAR WALL SCHED,TYP ' I NAILING PER PLAN I GINE- `t'j PLAN , I / 1 PLAN I I I I I BELOW I I ‘5 �` TOPPING PER ARCH,TYP 1 I I TOPPING PER ARCH I I TOPPING PER ARCH I CONC&DECKING PER PLAN '� 4 74848PE DIAPHRAGM EDGE NAILING TOPPING PER ARCH,TYP 1 1 1 / TOPPING PER ARCH °�' *Ad t - I I I I RIM JOIST PER PLAN,TYP I (2)#10 x 6"WOOD SCREWS RIM JOIST PER PLAN 1 i c3/41:3.7 IIA 1 PER PLAN,TYP I I I I 1 EA DECKING PIECE (21#10 x 6"WOOD SCREWS LL. `L T/SHTHG �' -'"" _� T/SHTHG -1 f ' - I a EA DECKING PI �_ ,, �t Ira -. �--=i _ �•,TISHTHG TISHTHG I �2� ='�_ E T/CONC' -� '..,� j — ..�Gu„ _- , � _., _"a=-1_!,78--__ -- __ - ____ 114 T/SHTHG _ a _ E PER PLAN �= PER PLAN - !� I r - "�= �� -, _,,a»� �ZL _ ARE ON I►,�I� IE. ? �! ��� -11 I `I'PER PLAN PER PLAN � ��I1.1�� 1 PER PLAN I ` --E PER ARCH \\_.] il -•..,,I II 1- I r1 �I n i - RIM JOIST PER PLAN III III III H I r1 �1 A J 4t`H 23 J to Q4 -. I r I I y 1 +1 I r I , ;'.I' I r I 1 I --' L DECKING PER PLAN + I ' 1 ,, 4 p' 2x4 W/ Irl ,, Jut 1 I III l I I III I I r ;1! r 1„ J DECKING PER PLAN WI 1 r ,!I iv d FY CO '‘V I I, r I, 1 r r!; + w I » � 1i I II 1 li II I 1 �. i:,.1, 2x4 WI I ��, CONN PER 8/S6b2 I I i r----/ (4}0.131°0x3 1/4" !i I+ I Ir I I;� y Ir I4 n It — EXPREB: 12-31-19 • r - { )0.131 0x31/4"NAIL5 _. 1 1 /l�NAILS,TYP [XI ,I!II, t W � �II� � ) ;! M rr ; h+ �, DECKING PER PLAN 1l I I � I1 i I �i� 3x8 LEDGER W/(2) ROWS [� / ;� IILEDGER&CONNj1 �� 1 1 r` I BLKG 48"OC W/(2)0.131"0x3 1/4"NAILS I 1 r I '"�'� II 0.22"0 x 5"SDWS PER 8/S602 7-1-1.1 ""-till I WEB STIFF PER JOIST MFR,TYP I I � I JOIST PER PLAN JOIST PER PLAN I --*� JOIST PER PLAN "zit - �lJOIST PER PLAN,TYP I I iTO TOP PLATE&(2)0.131"0x3 1/4"NAILS " W 2 0.131 0x3 1 4° I@ 8"QC STAGG JOIST PER PLAN / (ORIENTATION MAY VARY} I 1 1 I (2)4.131 0x31/4 NAILS I{ } I LEDGER&CONN ■ 1 I 1 I TO DBL RIM JOIST,TYP AT EA PARTY s I I 1 TO TOP PLATE,TYP NAILS TO TOP PLATE { i RIM JOIST CONN PER PER PLAN ■ 111111111111111111111. YT •rr,�r ,T I I 1 I WALL rr YT YT Yr' 1 I I I 1 RIM JOIST CONN PER ° RIM JOIST PER PLAN 1 I 11 1 1 PANEL JOINT I 1 1 I I I L I I PANEL JOINT 1 1 1 RIM JOIST CONN PER I SHEAR WALL SCHED BLKG @ 48"0C W/ SHEAR WALL SCHED I I II I 1 11 1 11 I II 11 II 11 I I WEB STIFF PER JOIST MFR 1 11 1 1 I I 1 I I I RIM JOIST CONN PER I I I L 11 SHEAR WALL SCHED,TYP I (2)0.131"0x31/4"NAILS I I NAILING TO MATCH PLATENAILING TO MATCH I I I 1 STUD WALL&SHTHG I I 1111 11 I I I SHEAR WALL SCHED,TYP I I 11 1111 1 I I I RIM JOIST PER PLAN ' " TO TOP PLATE,ADDL I I „� I NAILING PER SHEAR 1 I I I I ., _,�n� I PLATE NAILING PER SHEAR 1 _- 1 STUD WALL&SHTHG I STUD WALL&SHTHG R,� i�S I I I I 1 1 S-'� � 1 ' I STUD WALL&SHTHG I 1 PER PLAN BLKG REQD AT BEAM + I I PER PLAN 114_ _ % 1 WALL SCHED,TYP 1 I I I STUD WALL&SHTHG 1 „�- -„y,� I WALL SCHED,TYP i i 1 I I PER PLAN PER PLAN,TYP I 11 11 11 11 I I I y�PER PLAN,TYP I I I 111 1 I I 1 I 1 I ADDL NAILING& BLKG READ FOR I II 1I 11 11 I I I I I1 II II 1I I I I ♦^ 11 11 11 PANEL EDGE NAILING I I I I I I 1111 PANEL EDGE NAILING I I I I I (2) ROWS OF PLATE NAILING PER I I V I 1111 I I PER SHEAR WALL - �- '-ti-L 1 I 11 11 I I PER SHEAR WALL 1� �_ . -ti---- SHEAR WALL SCHED _L_ SCHED,TYP "�' -14.14. ''I' SCHED,TYP __Ar__ - W PLAN AT PANEL JOINT PLAN AT PANEL JOINT NOTE: W a) NOTE: NOTE: ADDITIONAL INFORMATION PER 1 &2/S602 CONTRACTOR TO COORDINATE INSPECTION REQUIREMENTS. CONTRACTOR TO COORDINATE INSPECTION REQUIREMENTS. .}� o INTERIOR WALL AT L a' CtS o PARTY WALL PARALLEL TO FLOOR JOISTS PARTY WALL PERPENDICULAR TO FLOOR JOISTS INTERIOR WALL AT FLOOR/CORRIDOR FLOOR/CORRIDOR - JOIST PARALLELTYPICAL DECK LEDGER AT EXTERIOR WALL �- SCALE: 1"= 1'-0" (06440} SCALE: 1"= 1'-0" {06041) SCALE: 1"= 1'-0° (06034) 9 SCALE: 1"= 1'-0" (06034A) O SCALE: 1"= 1'-0" < F g alC. a) • ■ aa)i > c Q as -a Q N c SHEAR WALL SHTHG 1P - --N--- r n, N 4'-0"MIN SPLICE LAP WHERE APPLIES,TYP i w/ co to DBLTOP PLATE i > v STUD WALL&SHTHG ] _� PER PLAN 3 r (2) ROWS 1/4"0.148"0x3t PLATE ATTACHMENT PER NAILS((16)TOTAL)STAGG 1 PLATE ATTACHMENT PER SHEAR WALL SCHED OF SPL(WITHIN 6"OC AREA TOPPING PER ARCH I SHEAR WALL SCHED n (2)2x4 TOP PLATE,UNO + j OVERFRMG PER PLAN TOPPING PER ARCH SHTHG&DECKING PER PLAN 4,T/PLATE TIPLATE - 7 [ 8 [ [ L 1 "---4 kJ I CN I �_� 2x CRIPPLE STUDS TO PER PLAN/ C= I t ' _ I _ °C I .._-1- Q = � . T/SHTHG PER PLAN/ MATCH TYP STUDS PER _ fil ARCH �� PLAN WHERE HDR IS NOT ARCH STUDS PER PLAN PER PLAN =a aZ '"`11 I I, 4I ' -" - PER PLAN III PLATE SPLICE TO II r TIGHT TO PLATE I OCCUR OVER I i ,1, 11 1 1 STUDS,TYP i t 1III ,1 `" T/SHTHG I I — {2) ROWS OF 0.148"0x3 1/4" .i - ► I 1 jill j=-_ 1-f- ,�►p - is I I -�� (21#10 x 6°WOOD SCREWS SHTHG PER PLAN I+ i;, t f' PER PLAN 4,T/SHTHG ._ A I I ,I,, NAILS @ 12"OC,ALT NAILING .. EA DECKING PIECE I SIDEw �w dial WALL PER PLAN _-I iiVl, <-' PER PLAN �� - ! 111 FROM EACH ,. ��� �� r, 1 1/2"SHTHG SPACER z 1 - - - 1 JOIST PER PLAN _�� ' - I PLATE PER PLAN -'\t- -�- -ti- -ti- --ti- (ORIENTATION MAY VARY) iI I+ THIS WIDTH SHOULD BE 3" -� (2)2x HDR OR BEAM v) w �� Si 1 ._ l SIZE PER PLAN - E RIM JOIST PER PLAN I JOIST&HGR PER PLAN �`� I 11 2x8 LEDGER W/(2) 2x12 LEDGER W/(3) JOIST PER PLAN 0.22"0x5°SDWS EA STUD + ROWS 0.22"0 x 5"SDWS AT 2x4 WALLS - �� - ' @ 8°OC STAGG LU HGR,TYP (BOT ROW OF SCREWS ' CTRD IN TOP PLATE) ' c NOTE: -----1 ---- �_ 2x8 C 48"OC L.)- STUD WALL&SHTHG FLOOR/ROOF JOISTS NOT SHOWN FOR CLARITY. PER PLAN NOTE: ADDITIONAL INFORMATION PER 1 &2/S602 (2)2x6 TOP PLATE, UNO T/PLATE �.� T/PLATE TERRACE STEP AT CORRIDOR PER PLAN/ ►_ 2x CRIPPLE STUDS TO PER PLAN/ PLAN - STAGGERED STUD WALL TYPICAL PLATE SPLICE DETAIL1q' FLOOR FRAMING STEP AT TERRACE JOISTS PARALLEL ARCH MATCH TYP STUDS PER 1 ARCHco IIPLAN WHERE HDR IS NOT ,--•; SCALE: 1"= l'-0° (06912) SCALE: 1"= 1'-0" (06904) SCALE: 1"= 1'-0" SCALE: 1'= 1'-0" Nil ■ TIGHT TO PLATE - Mill (2) ROWS OF 0.148"0x3 1/4" � I I I I I I I I I I I I I I I I I I I I I I ,,; IN NAILS©12"QC,ALT NAILING STUD WALL PER PLAN I + + + + I + I + I I ilE1 - At- -fir `t-�rr -Air- -{1rr-/-� I 1 I 1 1 1 � 1 I I I FROM EACH SIDE I I 1 1 I I I I I 1 1,` WHERE OCCURSL. 1 I 1 L L L I - a° Ai i i i T/SHTHG - 1/2"SHTHG SPACER I I I I I I I I I I I BOT PLATE 'PER PLAN r x-(" r�x-7r --`r- I I IL x A.. -fir- HORIZONTAL STRAP a o ;"' I I 1 1 I l -WHERE OCCURS �- -� -1 1 1 I 1-1-1 r-ro FASTENER SCHEDULE AT N L {2)2xHDRORBEAM T/SHTHG --1 I r I L 1 L LL_ +r r1 I II II T/SHTHG I II l ' II I 1 I 1 I II l 1 II 1 '� SIZE PER PLAN PER PLAN - - I� �< 1�1 I 1 x� ('x.. PER PLAN I1 1 1 1 I 1 1 II II I I 1 it 11 1 SHEARWALLSHTHG 73 0 II 1 1 I I 11 FORCE TRANSFER WALLS ' �r i I r} � 11 11 I 1 1 11 WHERE APPLIES,TYP v fj I` 'I i 'I I` '1 FULL DEPTH VERT i1�I 1 I � A f 1,-Iii-,1 ASTRAP NAILED TO TOP OF D m r II I I II 1 I I I 1 II I I I rx�i �"�, I I I "� I t 2 m ^' I 11 1 I II I I I I I II 1 11 I BLKG TO MATCH STUDS I I PLATE ATTACHMENT PER ; (CII " I 1 II I I I I I I 11 1� ABOVE CONT THRU TO 1 REF NOTE 131 WHERE STRAPS ATTACHED TO TJI OR LVL I SHEAR WALL SCHED o AT(2)2x HEADER OR BEAM 11 n I n II i I ; x x 1 I 1 %� x FDN WHERE OCCURS BOT PLATE STUD WALL MIN START/END FASTENERS[11 TOPPING PER ARCH I DIAPHRAGM EDGE -h 1 10-05-2018 PLAN CHECK RESPONSE ,� I I I "� - PER PLAN [21 STRAP CAPACITY I o LENGTH STRAP ENDS[1] BALANCE I I NAILING PER PLAN 4.1 ADDL STUD(S) I a Y Revisions TO MATCH STRAP START NAILING (86)0.14850x2 1/2"NAILS (2)ROWS OF ' II 8. tO STUDS ABOVE------- ___�' BLKG PER PLAN PER SCHED 19/5602 39" CMST12 IN(2) ROWS EVENLY SPACED 0.131"Ox 2 1/2"NAILS 7"OC 9.2k 0 (2)2x6 TOP PLATE, UNO STUD WALL T/SHTHG �_"�" 0 08-21-2018 BUILDING PERMIT SET WHERE LENGTH EXTENDS _ O. u ,1 T/PLATE T/PLATE !' FRMG PER PLAN BEYOND END OF WALL, (66)0,148"0x2112"NAILS (2) ROWS OF PER PLAN `' 2 Issues PER PLAN 30" CMST14 6.5k , 1 �= o PER PLAN/ __ 2x CRIPPLE STUDS TO PER PLAN/ BEND STRAP AROUND IN (2) ROWS EVENLY SPACED 0.131"Ox 2 1/2"NAILS 7"OC 2`8 ARCH MATCH TYP STUDS PER ARCH DBL TOP PLATE, SPLICE '' " CORNER AND CONTINUE 'i ■ PLAN WHERE HDR IS NOT PER 13/S602 -/'` NAILING/BLKG 15" CS14 (30)0.148"0x2 1/2"NAILS (2) ROWS OF 2 5k 1 RIM JOIST PER PLAN o E ■ DCI Project Number Drawn by Checked by TIGHT TO PLATE 41 - - -.`� HDR PER PLAN START LENGTH = IN(2) ROWS EVENLY SPACED 0.131"Ox 2112 NAILS 8114"OC 17031-0064 AW DS BOT PLATE - '--STUD WALL PER PLAN STRAP BALANCE NAILING PER PLAN (22)0.148"0x21/2"NAILS (2) ROWS OF (3)ROWS OF 0.148"0x31/4" 'Ir `-- �-�� STRAP PER PLAN 11" CS16 1.7k -�lk ,E .s2 7,-, c~n 1` ABOVE AND BELOW OPNG IN (2) ROWS EVENLY SPACED 0,131°Ox 2 1/2"NAILS @ 81/4"OC I �It NAILS®12"OC,ALT NAILING o -� `~-(3)0.131 0x3 1/4"NAILS PER SCHED 19/S602. \ WEB STIFF 1 m > (��-�! FROM EACH SIDE _ 1 0 E.' ��)',SIE HDR PER PLAN __A -- -�- -1,- TYP EA END ,r- -A- PER JOIST MFR _ = r• _P - --1\1- SILL AT WINDOWS --1,-- -A- - t- I �' N 1/2"To SHTHG SPACER,TYP ✓-' `ArI I PER ARCH > _o �--BUNDLED TRIMMER SUDS 3x FLAT BLKG JOIST PER PLAN WI 1 - ,1 �` INDICATED AS THUS: 21 ..� 6 E9 (3)2x HDR OR BEAM SILL AT WINDOWS MIN (2) BAYS (2)0,131"0x3 1/4"NAILS 1 -6"MAX Qm U SIZE PER PLAN 4''` ON PLAN [(1) MIN,TYP] 1 Q E, 1 NOTES: , �. o STRUCTURAL¢ WOOD KING STUDS PER PLAN �` + `I ` • ` " ' '1 •`' ' ' '' �```-- STRAP PER PLAN [1] NAILS TO BE EVENLY SPACED ALONG STRAP START LENGTH SPECIFIED ON PLAN. I �>m FRAMING DETAILS a. [(1)MIN] A\ I STUD WALL&SHTHG d AT(3)2x HEADER OR BEAM TRIMMER&KING [21 MINIMUM STRAP START/END LENGTH SHALL BE PER PLAN OR PER SCHED WHEREVER IS GREATER. 1 PER PLAN N M STUDS CONT �~ STUD WALL INCREASE STRAP START/END LENGTH AS REQUIRED FOR INCREASED NAIL SPACING PER NOTE[3]. _L.__Ar_._.L y o -1 TO BOT PLATE -Ai- �_ -ny- - �_ m AT 2x6 WALLS NOTE I PER PLAN PER PLAN 131 PROVIDE MINIMUM 41/8"NAIL SPACING AT STRAPS ATTACHED TO TJI OR LVL JOISTS. /-� CC -ti -� +ti� -ti ADDITIONAL INFORMATION PER 17/S602. EXTERIOR WALL PERPENDICULAR TO - CO TYPICAL BUILT-UP 2x HEADER OR BEAM TYPICAL HEADER SHEAR WALL WINDOW STRAP HORIZONTAL STRAP FASTNER SCHEDULE FLOOR JOIST AT OVER HANG 18 SCALE: 10 16 "= 1'-0" (06212) SCALE: 1"= l'-0" (06211) SCALE: 1"= 1'-0" (06210) 1 SCALE: 1"= 1'-0" 2V SCALE: 1"= 1'-0" S602 ,i; (o o - - - -- 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 CL TRUSS CL TRUSS - - PER PLAN PER ARCH SHTHG PER PLAN I� (2'-0°MIN) '"� (1'-6°MAX) SOLID LVL BLKG SHTHG PER PLAN CS22 x 48"STRAP W/ PER ARCH DIAPHRAGM EDGE NAILING PER PLAN ��` 0.131"0x2 1/2"NAILS 3"OC DIAPHRAGM SHTHG PER PLAN ;. I AT SHEAR WALL BELOW PER ARCH ( EDGE NAILING DIAPHRAGM EDGE NAILING PER , DIAPHRAGM EDGE NAILING PER PLAN A34 CLIP W/ PLAN AT SHEAR WALL BELOW (2)0.131"0x3 1/4"NAILS EA SIDE OF SHEAR ;- , ice, PER PLAN T/SHTHG _ PANEL TO T&B CHORD OF TRUSS _ ; �_ :___._: _ _ (8)0.131"0x1 1/2" TRUSS MFR SHALL DESIGN _ __ SOLID 2x BLKG W/VENT HOLES PER PER PLAN . -- NAILS TYP EA END -7,-;..,./_ (CONT BLKG&STRAP PER PLAN, TRUSS FOR SHEAR TRANSFER Fitly NAIL SHTHG W/EDGE NAILING] L. -' :_ ARCH (2"0 MAX). i LOAD AS REQD PER PLANO.N -�--.4,,,. SEE NOTE FOR HEEL HEIGHT> 11 1/4" �hT/SHTHG - DBL LVL HILL �. 2x BLKG AT BRACE /� OUTRIGGER PER PLAN = 1_________. = x�-= - �-• _ PER PLAN , . 2x BLKG PARALLEL AAA PER PLAN _ &TRUSS BAY W- /(2)0.131"0x3 1/4" 1i} X TO ROOF SLOPE ARCHITECTS ccADJACENT TO �� -'r N- AILS TO TRUSS - ,, Q ;; 1 �, BRACE W!{2) PLATE ATTACHMENT PER 'i " " 1 1 2x BLKG 175 © BLANKENSHIP ROAD /21 c _. 0.131'0)(2 112 NAILS _ SHEAR WALL SCHED -n € . TO TRUSS, EA END a I i OUTRIGGERS W/ -'\/- -r�_ \ -'�- - - - - ' u _�._ SUITE 4 00 IL = 1 I / 0.131"0x3114"NAILS PLATE . . `�.� I - 8"OC TO TRUSS ATTACHMENT PER SHTHG PER PLAN WEST [ INN. OREGON 9 7 0 6 8 I 2x6 BRACE Zx4 BRACE SHEAR WALL SCHED Q,A-A TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 PLATE 48"OC W/(4) FOR BRACES OVER 6'-0" 6'-0"0C _ - PREFAB ROOF I PREFAB SHEAR PANEL PER TRUSS MFR ATTACHMENT PER 0.131°0x3 1/4"NAILS LONG,ADD 2x4 FLAT BRACE X ► X • • TRUSSES PER PLAN MINN TRUSSES W/SHEAR WALL T/SHTHG , / PREFAB ROOF SHEAR WALL SCHED W/0.131"0x3 1/4"NAILS �� TRUSSES PER PLAN i 8"OC %" EDGE NAILING TOP, BOT&SIDES PER PLAN _ PREFAB WOOD so, i PREFAB TRUSSES T 1 PER PLAN (PROVIDE MAX 12"SQ �� H1 ANCHOR AT EA TRUSS VENT AS REQD PER ARCH, LOCATE ■ • FASCIA PER ARCH- 10 MIN Ilk i PER PLAN,TYP OPNGS TO AVOID NAILING) PLATE ATTACHMENT PER TRUSSES PER PLAN,TYP 12 MAXI i 0.131"0x3 1/4"TOENAILS STUD WALL&SHTHG - SHEAR WALL SCHED T - 12 1 -=-- 1 OVERHANG PER ARCH ,. X. ®OP PLATEUSS TO PER PLAN STUD WALL&SHTHG ! GABLE END TRUSS W/VERTS 24"MAX,TRUSS a ,.r' PER PLAN , jj r _ 1 - _ EDGE NAILING PER PLAN ... NOTE: STUD WALL&SHTHG FABRICATOR TO DESIGN FOR HORIZ WIND -�-i- SOLID LVL BLKG TO - i PER PLAN LOAD PER STRUCT GENERAL NOTES, DESIGN RIM JOIST CONN PER NOTE: -fit--- PROVIDE FULL BEARING DBL LVL PER PLAN �_ 1.CONNECT EACH TRUSS TO TOP PLATES ---�- TOP CHORD OF GABLE END TRUSSES FOR I SHEAR WALL SCHED AT POST ABOVE '' WITH H1 (NOT SHOWN FOR CLARITY). IF NO SHEAR TRANSFER LOAD IS INDICATED ON PIAN,TRUSS MANUFACTURER r y NOTCHES AT OUTRIGGER, DESIGN TRUSS FOR c� \\ 2. PROVIDE LSL BLKG UP TO 18"HEEL HEIGHT. SHALL PROVIDE TRUSS WITH VERTICALS r,24"0C MAXIMUM WITH SHEATHING ANDJOIST PER PLAN SHEAR TRANSFER LOAD NOTED ON PLANS OR "'-GBC(GABLE BRACE /---V\----- FOR HEEL HEIGHT HREATER THAN 18", NAILING TO MATCH SHEAR WALL WHERE INDICATED BELOW.COORDINATE 921 SW Washington Street, Suite 560 PROVIDE TRUSS BLKG BY TRUSS MFR. SHEATH PER WALL BELOW, BLOCK PANEL CONNECTOR) VENTING REQUIREMENTS WITH ARCHITECT AND STRUCTURAL ENGINEER. BLOCK WOOD LVL COL EDGES PER SHEAR WALL SCHED AS REQD `� PANEL EDGES PER SHEAR WALL SCHEDULE AS REQUIRED. Portland, Oregon 97205 ____./v__.;__ STUD WALL&SHTHG PER PLAN,TYP EXTERIOR WALL PER PLAN,TYP INTERIOR WALL P: (503)242-2448 www.dci-engineers.com rs.com CIVIL / STRI.JCTIJRAL Q Copyright 05.2018 D'Amato Conversano Inc.Al Rights Reserved PERPENDICULAR TO ROOF TRUSSES EXTERIOR WALL PARALLEL TO ROOF TRUSSES INTERIOR WALL PARALLEL TO ROOF TRUSSES 4 PERPENDICULAR TO SLOPED ROOF TRUSSES WOOD COLUMN DISCONTINUOUS AT FLOOR BEAI1in part,wihout �permission °�ns may d`be sed,s� � 0SCALE: 1"= 1'-0" (06065) SCALE: 1"= 1`-0' (06064) SCALE: 1'= 1'-0" (06074) SCALE: 1"= 1'-0* (06076) SCALE: 1,= 1'-0" This document,and TOPPING PER ARCH a PER PLAN ._ - - = �' 4T/SHTHG _ 2x BLKG @ 16"OC a W/"Z'CLIP I I 1 I WHERE REQD,TYP-• Q I I DIAPHRAGM EDGE NAILING WEB STIFF PER JOIST MFR DIAPHRAGM EDGE NAILING ``� ` -il _l_ c_ --�-- PER PLAN AT SHEAR WALL PER PLAN AT SHEAR WALL �- � -�- - _ _�S-- __ _ e'(�V FRu < DIAPHRAGM EDGE BELOW NBELOW O/r NAILING PER PLAN DIAPHRAGM EDGE NAILING CEILING SHTHG WHERE OCCURS .+. JOIST PER PLAN ..\ POST PER PLAN,TYP �,t G►1N��'AcS'j PER PLAN AT SHEAR WALL LSL1 1/2 BLKG W/VENT HOLES (SIZE&CONN PER ARCH) BELOWT/SHTHG _ _ DO NOT CONNECT TO FRAMING l'-4"MIN 2x4 W/{2)0.131"0x3 1/-4"-NAILS A34 EA SIDE "a 047485'�� O PER ARCH(2"0 MAX) PER PLAN * 44/ WITHIN 16"flF WALL PLATE. 2'-0"MAX BLKG 48"OC ST12 STRAP # '" u_ ---\---1 . I F- 1> I CONNECT TO WALL PLATE \__ SHTHG PER PLAN 'j C."9.+.-- 4,T/SHTHG _ -----,- -,-----:=.----- •-- T/SHTHG i--- _ 1i` 1 W!"DS"CLIPS @ 16"OC DTC CLIP @ 48"OC ice PER PLAN ►� I i �� PER PLAN F. < i; IORE ON Q" ._ !III (NAIL MED HEIGHT OF SLOT) DBL TOP PLATE �1 y! qq zQ I JOIST PER PLAN W/ I �i ,�� Q 2x4 W/(4) RIM JOIST PER PLAN j (2)0.131"0x31/4'NAILS j'i\\* JOIST PER PLAN _ _ NON-BEARING WALL I---- �''�I ---�' �� -'V` Q*0.131"0x3 1/4" NAILSLI TO TOP PLATE PER ARCH ��� FY CN1 ' ' � WALL PARALLEL TO FLOOR/ROOF FRAMING 124143 �� '� EXPIRE$:-- jRIM JOIST PER PLAN �>�:> , I ® TOPPING PER ARCH ; i RIM JOIST CONN PER T/SHTHG JOIST PER PLAN I JOIST PER PLAN I SHEAR WALL SCHED PER PLAN RIM JOIST CONN PER 1 - - r a I ] W/{2)0.131"0x3114" NPLATE ATTACHMENT PER I I ■ SHEAR WALL SCHED I SHEAR WALL SCHED 1 2x BLKG W/PLATE STUD WALL JOIST PER PLAN NAILS TO TOP PLATE II ATTACHMENT PER i `' --a PER PLAN- -'''STUD WALL&SHTHG iBLKG @ 48"OC W/ I PER PLAN(2)0.131"0x31/4"NAILSSHEAR WALL SCHED I I /-STUD WALL&SHTHG r< BEAM PER PLAN /)/( STUD WALL&SHTHG I 1..-� PER PLAN TO TOP PLATE I _PER PLAN SHEAR WALL SHTHG , 6 Q , -.'' WHERE APPLIES I -------------- - ----_ d POSTCAP SHEAR WALL SHTHG I , 1111111 ....._ .T PER PLAN CEILING SHTHG WHERE OCCURS JOIST PER PLAN CO WHERE APPLIES I li (SIZE&CONN PER ARCH) A34 a A --_N__1L DO NOT CONNECT TO FRAMING 1' " ,* DTC CLIP @48"OC - -_ - - - ALTERNATE RIM JOIST WITHIN 16'OF WALL PLATE. (NAIL MID HEIGHT OF SLOT) ti- ti- �� W CONNECTION DETAIL- CONNECT TO WALL PLATE W NON-BEARING WALL a) NOTE: NOTE: FOR SINGLE ROW OF PLATE W/"Ds"CLIPS 16"OC --'V-- PER ARCH ALTERNATE RIM JOIST CONNECTION DETAIL PER[06060] ALTERNATE RIM JOIST CONNECTION DETAIL PER[06061] NAILING/BLOCKING ONLY WALL PERPENDICULAR TO FLOOR/ROOF FRAMING MAY BE USED AT WALLS WITH(1)ROW OF PLATE NAILING. MAY BE USED AT WALLS WITH(1)ROW OF PLATE NAILING. .}moi Q INTERIOR WALL INTERIOR WALL AT NON-STRUCTURAL L["� mi !' O INTERIOR WALL PARALLEL TO ROOF JOISTS PERPENDICULAR TO ROOF JOIST PARALLEL/PERPENDICULAR ROOF JOIST PARTITION WALL CONNECTION BEAM TO POST/BUNDLED STUDS O. . . 6 SCALE: 1"= 1'-0" (06070) SCALE: 1"= 1'-0" (06071) SCALE: 1"= 1'-0" (06072) SCALE: 1"= 1'-0" (06905) `O SCALE: 1"= 1'-0" i--' ac a • a W cu• w SHTHG PER PLAN PER ARCH = -0• a' 0 a' T/SHTHG ` ____Ar.__. C cv a - —:- - -,�.,u r:_1,-. ---‘\----- „ =_�- r ti PER PLAN T/SHTHG a) SHTHG PER PLAN T 1 -__ _, i1 PER PLAN L X X X X > t� H ---'---"-',-.-„,,,,,,,,,,,,,„.. ', I < 1— r� ,- � .;_ 41.111111111111 1111111%ki ., -N- --N- - -N- \.- BEAM PER PLAN 0 cm -ti �� O LSSU210 AT TOP& LUS28 ,_. ., ' ��`ON AT BOT OF STRINGER,TYP o\, �� N ------ 7 , ,, 8 - 1 IL SAWCUT -------- --° Otc6o X .___ -_,,......, _ . CEILING SHTHG WHERE OCCURS PREFAB ROOFz----? 7,, , I__ , Tyl hi .tNic- CEILING SHTHG WHERE OCCURS PREFAB ROOF \0\� O�, ,,,,,.. - `� `u Q • • (SIZE&CONN PER ARCH) 1'-4"MIN TRUSSES PER PLAN (SIZE&CONN PER ARCH) 1'-4"MIN _,/*Z) ���� BORED HOLES ARE I = cc.uu THRD STUD DO NOT CONNECT TO FRAMING " TRUSSES PER PLAN DO NOT CONNECT TO FRAMING = = CIRCULAR NOTCH S r t- '�"�`~ O 1 ■ WITHIN 16"OF WALL PLATE. 2'-0"MAX 2x BLKG CO 48"OC W/ WITHIN 16"OF WALL PLATE. 2'-0"MAX DTC CLIP @ 48"OC �� / TO BE SPACED AT ' ' .�O (} LEAST A STUD WIDTH r r w WHS TYP CC w ■ CONNECT TO WALL PLATE (2)0.131"0x31/4*NAILS EA END CONNECT TO WALL PLATE (NAIL MID HEIGHT OF SLOT) Q �J - W/"DS"CLIPS @ 16'OC " W/"DS"CLIPS @ 16"OC �_ `(�� -,0\S- *S ��O r — AE z 1 5l� C( S l'` FROM A CUT OR r%' r' "-' I- a E'rl-- THIS WIDTH SHOULD BE 3" -►f DTC CLIPI@ 48 OC NON-BEARING WALL �� NOTCH r r ° 2x10 @ 16 0C NN, • v (NAIL MID HEIGHT OF SLOT) PER ARCH VEE NOTCH_�� �O .%-- NON-BEARING r r z NON BEARING WALL ' r'r 2x12 LEDGER W/(4) _ NON-BEPER H �,- 0.22"0 x 6"SOWS A-A r SCREWS AT EA STUD- _ _ A _ A�`, / ,C r Jv- p�C `` ANCHOR BOLT CONN LET IN NOTCH-~'"` ��� /� BORED HOLES ARE &SPACING AT PT OPTION - 1 OPTION - 1 // LETOBE AST TWICEDAT THE SLAB&REINF =_- .: WOOD SILL PLATE PER PLAN PER PLAN �EQ�� DIAMETER OF THE =_ ' :�7 \so LARGEST HOLE 1 T/SLAB t°i . ° ,� 7/ " PER PLAN - i,' -- �/ d r d. I \-.,, 4 PER ARCH EMBED PL1/2x8x1'-2"@ SHTHG PER PLAN I 4'-0"OC W/(4) 1/2"0x6" \ �__ • T/SHTHG ; WHS&(2) 5/8"0 THRD _.._.._ Q ■ 'FPER PLAN •7- r------ l'r"'"'"''..�,�,,,- - - .�.,, _rte M,� ." _-- -- "` � STUDS AS SHOWN '- °c w X SHTHG PER PLAN \\ a A )( X PT 4x12 LEDGER aCC -00I — — — — -� BEARING WALL STUDS BEARING WALL STUDS W/C-BORED HOLES '�— u m 4 4x12 HDR _ STUD MAX DEPTH OF MIN DEPTH REMAING STUD MAX DIAMETER MIN DEPTH REMAING `� _= N us LSSU210 AT TOP&LUS28 Y u SIZE EDGE CUT OR NOTCH AFTER CUT OR NOTCH SIZE OF BORED HOLE AFTER BORED HOLE [23/32"SHTHGMIN o �_ '� _r�_ _ _ �_\ ATBOTOFSTRINGER,TYP- ��- -� _� 2x4 7/8" 2 5/8" 2x4 1 3/8" 5/8'EA SIDE OF HOLE a AT LANDING Y 2x6 1 3/8" 41/8" 2x6 2 3/16" 5/8"EA SIDE OF HOLE i A \\ - '- ,I PER PLAN N ra m b Q M NOTE: o -- N (0 �\ ii -- SCHEDULE " 0 m N �?C7 STUDS MAY NOT BE BORED IN EXCESS OF 40% OF THE - f STRINGER W �' L MAXIMUM ALLOWABLE HORIZONTAL o L �/ - ___----- STUD IF STUDS ARE DOUBLED BOR NGS MAYBE ,rr ter' 2x10 @ 16"OC °�I /� `�4---- /� -L ___ -_==..1-___ INCREASED TO 60% OF STUD WIDTH PROVIDED NOT HANDRAIL PER ARCH SPAN LENGTH L - ---_-„- s _ __------ ———`_: _-__ �m _- -— MORE THAN (2)SUCCESSIVE STUDS ARE BORED. \ ' r PT 4x1 W 2 = LIVE LOAD ~ 1 10-05-2018 PLAN CHECK RESPONSE 0 ��� i�� cc CEILING SHTHG WHERE OCCURS PREFAB ROOFZ CEILING SHTHG WHERE OCCURS - BORINGS SHALL NOT BE MADE AT THE SAME SECTION2 /( ) a 2x12 STRINGER SPACING __PREFAB ROOF r'- 3/4"0 AB @ 24"OC 100PSF a Revisions 4 (SIZE&CONN PER ARCH) " (SIZE&CONN PER ARCH) TRUSSES PER PLAN WHERE CUT OR NOTCH HAS BEEN MADE. 23/32"STRUCT SHTHG MIN AT TREAD, Q ” o DO NOT CONNECT TO FRAMING l'-4"MIN TRUSSES PER PLAN 1'-4"MIN o2'-0"MAX 2x BLKG @ 48"OC W/ 2'-0"MAX LSSU210 v a 12"OC 7'-6" t DO NOT CONNECT TO FRAMING -� GLUED&NAILED TO STRINGER w UNREINFORCED 1 08-21-2018 BUILDING PERMIT SET WITHIN 16"OF WALL PLATE. WITHIN 16"OF WALL PLATE. FASTCAP DEFLECTOR @ 48"OC WJ{3}0.131"0x2112"NAILS ' .-t {2}0.131"0x31/4"NAILS EA END NON-BEARING WALL STUDS NON-BEARING WALL STUDS _ t Issues CONNECT TO WALL PLATE CONNECT TO WALL PLATE 2x6 REINFORCEMENT AT EA STRINGER w 16"OC 8'-6" ' ' m 19/32'STRUCT SHTHG MIN AT RISER, cn REINFORCED =o 0 W/"DS"CLIPS @ 16"OC WI"DS"CLIPS @ 16"OC STUD MAX DEPTH OF MIN DEPTH REMAING STUD MAX DIAMETER MIN DEPTH REMAINGNr' PER SCHED&20/S604 EE 12"OC 9'-6" io_u N. FASTCAP DEFLECTOR @ 48"OC 2x PLATE W/lx PLATE GLUED&NAILED TO STRINGER4 � ■ SIZE EDGE CUT OR NOTCH AFTER CUT OR NOTCH SIZE OF BORED HOLE AFTER BORED HOLE a = y ■ DCI Project Number Drawn by Checked by 2x PLATE W/ix PLATE W/(3)0.131'0x21/2*NAIL. 4-- -r 2x12 STRINGER PER SCHED/� CONC WALL PER a 0 17031-0064 AW DS D NON-BEARING WALL 2x4 1 3/8" 2 1/8" 2x4 21/16" 518"EA SIDE OF HOLE PT 2x4 PLATE W/ 7 PLAN,TYP y= '�NON-BEARING WALL 2x6 2 3/16" 3 3/8" 2x6 3 1/4" 5/8"EA SIDE OF HOLE PAF CO12"OC r r' 30LB BLDG PAPER 4, 0 a 11111111111111111111111111111111 PER ARCH ° T/SLAB PER ARCH _ NOTE:, ���' �' BTWN CONC& 0.o 0. J �- ___N__ � STUDS MAY NOT BE BORED IN EXCESS OF 60% OF THE WOOD FRMG 4• 0 ° ° a 4 . A a° ° a- a a PER PLAN ' 2 STUD. BORINGS SHALL NOT BE MADE AT THE SAME _ ap To NOS NOTE: SECTION WHERE CUT OR NOTCH HAS BEEN MADE. � 1 ��� ���� �I�I' ,�1, 11 �-1 III .,111,„I I I I I I i i i� , ,III,,,H I-H • , o DOUBLE 2x TOP PLATES MAY BE USED DOUBLE 2x TOP PLATES MAY BE USED J PROVIDED FASTCAP DEFLECTOR MAX IS PROVIDED FASTCAP DEFLECTOR MAX IS - TREADS PER ARCH 1 0 2 ii USED INSTEAD OF FAST CAP DEFLECTOR. USED INSTEAD OF FAST CAP DEFLECTOR. V - OPTION -2 CUTTING AND NOTCHING WOOD STUDS BORED HOLES IN WOOD STUDS SHEAR WALL I- >u Q STRUCTURAL WOOD OPTION 2 NOTE: NOTE: FTG BELOW 2.1'i-2 FRAMING DETAILS n- DO NOT NOTCH MORE THAN THREE ADJACENT BORED HOLE NOT PERMITTED IN MORE THAN THREECC�o" C N - STUDS WITHOUT REVIEW BY ENGINEER. ADJACENT STUDS WITHOUT REVIEW BY ENGINEER. NOTE: W m 'i STAIR CONFIGURATION IS FOR INFORMATIONAL PROCESS ONLY. =8 ni Ed"Z2- ACTUAL LAYOUT MAY VARY. O NON-STRUCTURAL PARTITION WALL NON-STRUCTURAL PARTITION WALL m PARALLEL TO ROOF FRAMING PERPENDICULAR TO ROOF FRAMING TYPICAL HOLES & NOTCHES IN WOOD STUDS TYPICAL INTERIOR STAIRWAY ELEVATION , g o VIS SCALE: 1"= V-0" (06905B) SCALE: 1"= 1,-0" (06905C) SCALE: 1"= V-0" (06908) SCALE: 1"= 1'-0" (06300) S603 40 40 co 10 111 9 ■ 8 ■ 7 111 6 ■ 5 111 4 ■ 3 a 2 ■ 1 10 I 9 ■ 8 I 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 RAILING STEEL PER 1-1 ARCH(BY OTHERS) A t--i GYPCRETE PER PLAN - � POST PER PLAN,TYP - GYPCRETE PER PLAN I t CONC TOPPING PER PLAN 1 i HILL SHTHG OVER DECKING PER PLAN 2x BOT PLATE BEYOND SHTHG OVER DECKING 2 _M = PER PLAN SHTHG OVER DECKING '/ STAGG EA DECKING = ARCHITECTS 1PER PLAN PIECE A 1750 BLANKENSHIP ROAD ,T/GYPCRETE SIMPSON BS T/GYPCRETF t HSS 2x2x3J16 C PER PLAN X X.` X= - _-11-7-X �- PER PLAN T/CONC 2 r t� SUITE a 0 o r._____77 _' �C X PER PLAN � ,1 X 7C X----�j( � . 5'-6"MAX 0C WEST LINN. OREGON 97068 � ..\<, -� ,��., a �I TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 SIMPSON ECCLQ • • • • y �9 i • , • -- SIMPSON BC 1 i zu /7- • (2)5/8"0 HOT DIP ttit ■ ---� , , t GALVTHRU BOLTS rt y ij cv ■ 1. JOIST BEYOND 1"MIN SCREW BEAM PER PLAN BEAM PER PLAN EDGE DISTANCE SHIM (2)SIMPSON ST18 CTRD ON POST SIMPSON EPCZ PL1x2x0-10" i. i _ --ti-- - BEAM PER PLAN 1` -- - A 13F r- - --i -I Y DB L 2x TOP PLATE I"- - I 1 - y' DISCONTINUOUS AT POST e n s I f s e R s e 0 0 921 SW Washington Street, Suite 560 Portland, Oregon 97205 P:(503)242-2448 www.dci-engineers.com TYPICAL WOOD BEAM TO TYPICAL WOOD BEAM o 08AmLp, t01a' aR WOOD COLUMN AT BALCONY TO POST IN WALL AT BALCONY TYPICAL BALCONY FRAMING AT WOOD BEAM D'Amato ment,and theConvesimo Incdeaeandaim designsmaynot b"reused,nwhole rized in pad.wOhout wn"en permission from D'Amato Comersano Inc. This D'Amato Comarsan0 Mdisclaims any responsibility for its unauthorized use. 0SCALE: 1"= 1'-0" SCALE: 1"= 1'0" SCALE: 1"= 1'-0" DIAPHRAGM ■ EDGE NAILING,TYP ■ OVERFRAMING AND TRUSSES AT SIM DIAPHRAGM ,� Ut;i UR9 4,T/WALL EDGE NAILING R 'ffPER ARCH i�� QJ l'ROFF < '�V 1N X19 5 ;;�, __�;; 7 we? �C7 858PE��/�� _,_ ' ''''------IF-T L.L .41111 tceaft:„. L.L ' _______„_ ts:�:c.� :RE PAVERS PER ARCH �_, JOIST PER PLAN / ------ .,,_., LAY04.V SHTHG PER PLAN ----V\—\ ``-__ EXPIRES: 12-31-19 LEDGER PER PLANN___ �� T/SHTHG _�_ -,PER PLAN (2)2x TOP PLATE, `—► n'■ „� : �\� �/ ii GL BEAM AT SIM i1t�' 0.148"0x31/4" ■ i t r \\\ t n n I TOE NAIL 6"OC i v /// trt(l i r \ /1/ HDR PER PLAN , JOIST PER PLAN \ i / \\\ r , /I/• PER ARCH STUD WALL AND ADDL BEAM WHERE OCCURS SHTHG PER PLAN 2'-0"MAX _ _ C� W W a) BEAM PER PLAN E -it .0 cc, al o SECTION AT TERRACE AND LOW ROOF t.,. T 6 SCALE: 1”= 1'-0" 1- a 0 ai a.. ■ ■ att) as a DIAPHRAGM TNVALL EDGE NAILING,TYP 4C () d PER ARCH _m A35 @24"0C,TYP CN TRUSS Wf BUILT-IN I 1 '- MECH WELL BY OTHERS (1) ca IL �� ��� < r, ;�,,,,_ 2x BLKG CONT,TYP r : A35 @ 24"0C,TYP /-- ---------- ,, _ DIAPHRAGM o o EDGE NAILING GIRDER TRUSS BY OTHERS SHTHG PER PLAN T/SHTHG —L _\ - PER PLAN \I } —11 ----, •47 .e" ■ ■ MIIIIIIIIMIIIMIIIIIIIIIIIINIIIIM 1441- THIS WIDTH SHOULD BE 3" -►I N\NN' —t7, � -- TRUSS BLKG BY TRUSS MFR V V HGR BY TRUSS MFR CLIP PER SHEAR _ �__ WALL SCHED : STUD WALL AND SHTHG PER PLAN GIRDER TRUSS AT MECHANICAL WELL TRUSS SCALE: 1"= 1'-0" ■ • cri m �W CP E5 ma L cZ, 16(1.) =� —O ((0 `O N 00 c m N t. 23/32"STRUCT SHTHG c o �i MIN AT TREAD :� -- �, I 1 10-05-2018 PLAN CHECK RESPONSE N i /I :s o t_ _ ,:�4uuca max•,- — _, a f 1 —NAIL SIDE STRINGER 0..0 Revisions i ` TO 2x WALL W/ 8 i° ! " 08-21-2018 BUILDING PERMIT SET o T . (2)0.148 0x3 1/4"NAILS o= i _ y PER STUD = Issues =�, m CDm 1 T1 4 •>8 N _ m Drawn by Checked by •1 ■ ,,,_ _ 2x12 STRINGERS o 2 ■ DCI Project Number II v PER 19/S603 T.> 0 17031-0064 Author Checker I- —NAIL 2x6 TO STRINGER W/ at 0. i (2) ROWS 0.148"0x3 1/4" a NAILS @ 16"OC STAGG o a) 3 o ie,--, STUD WALL&SHTHG o N m J - _jr- _ter- _nom PER PLAN,TYP m o 6Q ) a Q STRUCTURAL WOOD .____A-- --1\r- - 211 FRAMING DETAILS ._ U5. t Tr me, M Q_ w p N CC ti oN A TYPICAL INTERIOR STAIRWAY Oma 20 SECTION AT SLOPED STRINGERS o SCALE: 1"= 1'-0" (06301) S604- i_. 0 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 ■ 3 ■ 2 ■ 1 r FOR WALL SECTIONS 16"OR SMALLER, /' ' _ _ PROVIDE(2)TYP VERT REINF, MIN / STD HOOK 1 1 : . II // -' CL JOINT CORNER REINF TO CORNER REINF TO / ' :. �``�-(2)#4 CORNER REINF PER TYP HORIZ CMU CONTROL JOINT LOCATION PER MATCH HORIZ REINF TYP MATCH HORIZ / - / / / 3/S701 TO MATCH REINF AT 2/S701, LOCATION&WATERPROOFING VERT CONTROL JOINT,OMIT WALL REINF / ='" / o 7; . ; . / t_l TYP CONT HORIZ /`:::- : , /= ' HORIZ REINF,TYP TNVALL PER ARCH ) MORTAR.CAULK PER ARCH / z REINF IN BOND / ; . // /f. / , /_ .T/WALL BEAM AT FLR, 1/ TERMINATE HORIZ REINF 2"FROM / #3 @ 8"OC A:/// . �: / ��� BOND BEAM / 14"//////1 ROOF LINE THRU CONTROL JOINTS. EXCEPT AT FLR �/ = ,I / .,. �-BLOCK - CONTROLJOINTS &ROOF BOND BEAMS "'�'� '�-'• • '""-"' _- �/ Air A 1` / / / / o j .,.r'` T/FLR T (4)TYP HORIZ / `� H L L OR ROOF REINF AT FLR, / STOP HORIZ REINF /,/_// / !.!/ /� (/✓.! k= l Iz- / / / / (2)#4 IN / / LThLB R .. OCK LOCK = 1� / , w : , = ARCHITECTS MIN 16"DP TYP UNO / / / / CROSS WALL / r. / '' / BOND BEAM , ■'■!1 / �/ /��l f- / / / TYP VERT REINF, ''� / TYP HORIZ REINF + i 75O $ LANKENSHIF ROAD EA SIDE OF a / / t / / T?`? / PROVIDE 16"SMOOTH DOWEL 'I / �, f 90°HOOK SUITE 4 0 0 IN BOND BEAM, / CONTROL JOINT, VERT REINF PER 1/S701 (SAME SIZE AS HORIZ REINF)ACROSS \° / PARALLELWEST L i N N N. OREGON 9 7 0 6 8 TYP AT OPNG OP 7' NG TYP JOINT.PREVENT BOND B1WN DOWEL // %i , j' >- . / LINTEL TO WALL LINTEL W/ (2)TYP VERT ' I / &GROUT W/GREASE OR PLASTIC // /-././ / SHEAR REINF TEL 503 . 305 . 8033 FAX 503 . 305 . 8034 • REINF MIN,TYP TYP HORIZ REINF SLEEVE.CAP ALL DOWELS TO ALLOW / 5,1 AT CORNERS I OP ING :7 PER PLAN 1"OF MOVEMENT. / - 7._ / _, / 20MIN , /(2)TYP VERT I TYP HOOK IF - /■ REINF MIN,TYP I MIN LENGTH TYP HORIZ REINF PROVIDE CLOSED END BLOCKS AT CORNERS AT INTERSECTIONS . ,./ (2)#4 IN BOND ■ INIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ' IN BOND BEAM AT CONTROL JOINTS,TYP AT OPNG -% NOT AVAILABLE AT SILL/ ` / / -•: ' BEAM BLOCK T FTG / / / l t Y T .r oR SLAB NOTES. BEAM BLOCKD 11- -` / TYP HORIZ REINF / / PER PLAN cc�Lv -— 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH r �U.i .� IN FIRST COURSE � _:,- _ ._ 2 `,-._ " a �' �-DOWELS TO MATCH VERT REINF SCHEDULE FOR CMU. /-.:- / ;`.; '•---OPEN BOND BEAM t - Ir NOTES: g (PROVIDE STD HOOK PER STRUCT NOTE: / / z . ::',' NOTES AS REOD) 2.WALL REINFORCING PER PLANS, ELEVATIONS, SECTIONS AND DETAILS, / / /`_ :./ r i 1.TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL =—wo — NOTES.CONTRACTOR SHALL COORDINATE LOCATION OF JOINT 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING E f G I f E E 13 S 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. WITH ARCHITECT AND STRUCTURAL ENGINEER. AND STEMWALL HORIZONTAL REINFORCING. / / 921 SW Washington Street, Suite 560 _ / Portland, Oregon 97205 3.CMU WALLS ARE SOLID GROUTED. P:(503)242-2448 www.dci-engineers.corn ELEVATION - TYPICAL REINFORCING PLAN - TYPICAL CORNER REINFORCING SILL BOND BEAM 1._ 8mooLi C-TI_J ALQp>Copyright , Reserved Thin document,end the ideas end design"men not he reused,h whnie or IN CMU WALL PLAN - CMU CONTROL JOINT AT CMU WALLS CMU LINTELS, SILLS AND BOND BEAMS in pad, from D'Arnato is unauthnr¢ed use SCALE: 1"= 1'-0" (04000) SCALE: 10= 1'0" (04001) SCALE: 1'= 1'-0" (04002) SCALE: 1"= 1'-0° (04003) • (2)5/8"0 DAYTON SUPERIOR F-42 ■ LOOP FERRULE INSERTS @ 5"0C W/5/800 A36 THRD ROD WI NUTS&WASHERS 8"CMU WALL W/(2) #4 HORIZ @48"0C& 1 1/2" " n #5 T&B x 12'-0"@ 18"0C " P-T CONC SLAB& �---f EMBED PL5/16x10x1'-6 @ 72"0C #5 VERT®32 OC TYP CTRD ON CMU WALL,TYP, UCTUp� REINF PER PLAN W/(4) 1/2"0 x 5"WHS #5 T&B x 6'-0" 18"0C W/ 5� �R jjFFl T/SLAB ° ° ° STD HOOK ATSLABEDGE \�//////////////// 2///////////////////////////////////\ 5�/D�NFF � \ \ C9 `. 74858PE 9 y WHERE OCCURS �'` PER PLAN ° ° ° d °d NO P T CONC SLAB THIS \ \ CiliLr.44/ 4 ° ° . - a _ °° d ° P-T CONC SLAB & \ r -� \ ° SIDE WHERE OCCURS 1 \ ,, '� LL ° • "• �. d ♦ ° _ REINF PER PLAN \ I , \ ° T/SLAB 1 1'-6"Wx18"DP THKND SLAB I ,,, / / PER PLAN i EDGE W/(3)#58 CONT I ON >, Q' 0 z / _ / ° d '- 1 I . ° ° d ° \ I I \ KO,RE RCH 29 '4 yJ° + + ' I °° ° \ I TYP AT CMU WALLS I \ a'` Qoc c Q /-s •' / L3x3x1/4 x 0'-8°@ 48"OC, ° ° ° ° ! ° ° d" \ \ Y CNP\ 4°CONC SLAB ON GRADE W/ \ C / / TYP EA SIDE OF WALL 1 ° ° I I' ° ° ° \ a 1 \ <t \ #4 18"OC CTRD _ 1 \ - c� ; w --- (LOCATE ANGLE 24"MAX "' \ I I \ - CO0 < / / FROM EA END OF WALL) z oc IS p v \ I PER PLAN NOTES + 14 EXP�tE 12-31-19 ""r `= / �J O J z \ I T/SLAB PER ARCH I \ (3)SIDES,TYP j \ _../ I a I / Q 0 \ i ��,. -., ; \ 5701 TYP 3/16 V -. CMU WALL \�. - o w L.. \ GATE • /.: . / / °° o \ I BY OT©ERS)TYP ARCH \ ■ r' (NONBEARING) PER PLAN / 7_ '` <1 \ I ,L •\ /. ,--, / L7x4x3/8 x 0 8 LLV 48"OC / . /` 1/2"O THRD ROD W/4"EMBED -.r- W/SLQTTED HOLE / / INTO CMU W/ADHESIVE(LOCATE El 1 1/2" 50 -' 1 1/2" ANGLE 12"MAX FROM EA END OF / / -.. I (2) 11/16"0 / = / WALL)PROVIDE PL1/4x3x0'3' CO1 HOLES 7,--: _ -. 1`-0"Wx12"DP THKND 18"0x48"DP FDN sr- WASHER AT EA BOLT S701` 7.1 _/::i: : \ SLAB EDGE W/(1)#5B TYP TYP AT GATE POSTS V 'r'i \ CMU WALL(NONBEARING) 4..40`- /.,'- 1 PER PLAN C w SLOTTED / .-/ 3° HOLE LL a) SECTION Tc:,) TYPICAL CMU WALL SECTION AT TYPICAL NONBEARING CMU WALL TO o fiELEVATED POST-TENSIONED SLAB POST-TENSIONED SLAB CONNECTION ENLARGED TRASH ENCLOSURE FOUNDATION 0.. SCALE: 1"= 1,-0" (04071) SCALE: 1"= 1'-0" (04070A) SCALE: 1/4"= 1,-0" < i= o aia. ■ ■ W ami c } STL POST PER ARCH d > #4 HAIR PINS ./— C T c Q (2) DIRECTIONS I cy 11 PROVIDE(2)#4 IN HORIZ -T- -T- N. BOND BEAM IN ALL AROUND POST I I /,,, -/ 1 , #4 CONT AT COURSES BELOW AND / / I-/ I I SLAB EDGE a ti I I r, / 1 1 FIN GRADE FIRST COURSE ABOVE SOG T/SLAB / CMU WALL&REINF PER PLAN I i ° / / / // /1+ .-/ PER PLAN /I d ° �' y. • o j1 ------111--7=1117 °d t _I I—I I �._ _.J D . � / 1 111 ° 'diI 1 ° ' �/ / —I I ° 1 1 ° I I—Iii _ ac C T LU CD cv —I I I I W a. CURB PER ARCH NcNt.. / • • / �I I - '1 1 i1 (1)#4 CONT / �I ° k °1 1 �. SLAB REINF f.: f t :- W/HOOK AT EDGE .y# //,--::•,, 0' /. — I FIN GRADE ° . :_ /1111-111-111::—i 1—I I —I 1° I° °° . '-PER PLAN ° / _._ I I I I I -III-I 1 I T/SLAB t ° PER PLAN I —I III a I d °. ° °I° 1 ° d ■ #4 DOWELS W/STD a° <° °d° ° I I °°° 1 %v I'■- THIS WIDTH SHOULD BE 3" -►I HOOK EAEND@24"OC ° : ° ° ° ° C4 ° ° I I ° a CC iLl REINF PER PLAN °' 4 1 ° ° ° I I-1 Q- , I I=V 4,••° ` 4° a II °° ° -I I I� DOWELS TO MATCH —III- =1 CMU WALL VERT REINF I — _ _ 4 : 7:111=-111-="111-7— —i 13—III d t ° I° ° < —I I i (ALT HOOKS) -III—III—I�I= ° I . Id° 4;11= I1 —1 11=1 I I— ' ° I I —J ° m - PER PLAN 0 LI ° Q. r III =I I I I , I 11 Z\ PER PLAN Z\ y CMU WALL TO FOOTING CONNECTION POLE FOOTING AT GATE 1 SCALE: 1"= 1`-0" SCALE: 1"= 1'-0" ■ ■ to m co C cm N W Y U m a..+ 0 c L t a) N 5 .Y O W C m 7 N oc N o Io ICO U t' 1 10-05-2018 PLAN CHECK RESPONSE 0 E N Revisions IN cir d' . Lo o 08-21-2018 BUILDING PERMIT SET L o Issues re/ c N • g = ■ DCI Project Number Drawn by Checked by 6 ■ E. 0 17031-0064 AW DS LEft cu E.,„1-m O < STRUCTU RAL CMU T Is. DETAILS E a Wg U C en en ,. .... CL � in c M o rV • L.J..I, 0; 3 m N U '` t'�- aro i CO 0 ,_. S701 .i,.., ,,, _______ 10 ■ 9 ■ 8 ■ 7 ■ 6 ■ 5 ■ 4 • 3 ■ 2 ■ 1