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Specifications (5) BU P2008-00057 PACIFIC CROSSROADS 8050 SW PFAFFLE ST City of Tigard, Oregon • 13125 SW Hall Blvd. • Tigard, OR 97223 March 27, 2008 11111 a -f 'yy7 L RE: NEW 5,050 SQ FT BUILDING (C) # zyAS'? Proiect Information Permit: BUP2008-00057 Occupancy B Tenant Name: Pacific Crossroads Type of Construction: 5-B Address: 8050 SW Pfaffle St. Occupant Load: 51 Area: 5,050 Sq. Ft. Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2007 edition; and the State of Oregon Fire Code (OFC) 2007 edition. 1) All construction shall be inspected prior to covering. 2) Make approved set of plans available for all inspections. 3) All deferred submittals and shop drawings shall be submitted to the Building Department for approval prior to installation of said items. FIRE LIFE AND SAFETY/GENERAL The main exterior door or doors are permitted to be equipped with key-operated locking devices from the egress side provided: 1. The locking device is readily distinguishable as locked, 2. A readily visible durable sign is posted on the egress side on or adjacent to the door stating: THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED. The sign shall be in letters 1 inch (25 mm) high on a contrasting background. (Sec. 1008.1.8.3) All exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (Sec. 1008.1.8) Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. (Sec. 1011.1) Exit signs shall be illuminated at all times and shall be provided with a second source of power that will provide 1 1/2 hours of illumination in case of primary power loss. (Sec. 1006.3) FYI Additional exit signs may be required by the city field inspector to clearly indicate the path of egress. The means of egress shall be provided with illumination of not less than 1 foot candle at the floor level anytime the building is occupied. The means of egress Phone: 503.639.4171 • Fax: 503.684.7297 • www.tigard-or.gov • TTY Relay: 503.684.2772 illumination shall be provided with a second source of power in case of primary power loss. (Sec. 1006.2) Portable fire extinguishers shall be installed in new and existing Group A, B, E, F, H, I, M, R-1, R-2, R-4, and S occupancies. (OFC Sec. 906) Live Loads Posted: The live loads for which each floor has been designed to exceed 50 psf shall be conspicuously posted by the owner in that part of each story in which they apply, using durable metal signs, and it shall be unlawful to remove or deface such notices. The occupant of the building shall be responsible for keeping the actual load below the allowable limits. (1603.3 OSSC) American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC, which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. (106.3.1 OSSC) Certificate of Occupancy: No building or structure shall be used or occupied until the Building Official has issued a certificate of occupancy (109.1 OSSC) Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, r r 1�- Ian Nelson, Senior Plans Examiner (503)718-2436 dann@a tigard-or.gov tviIILDREN DESIGN GR.() RCHITECT A 7650 S.W. Beve a Su 8t Ceit‘ 11 11111 rill Voice: 503-244-00o 11111 F"ax: 503-244-041i , , , r-7 CJ 1110 c) III 111111111111 l'1111,1111,111:111,11,1:1111 C 10 ri. 11 1110 rim' c) .,., , CI L :::-- , 0 0 n f---) 110 r c) CifiCk ' Cr • S 'I'Sr'im TL/ 0 c, ir 0 , d Su Is % „..„. on a 0 ALL BE SUBMITTED TOTHE A`%v , „ 1 ) U1111 0 lino C 0 1----.) crrniic Special i Inspec . tions AM NTS FOR DEFERRED SUBMITTAL ITEMS SHALL CHARGE WHO SHALL A RESPONSIBLE 3 6 EN JR. • RINiS7PECTION PROGRAM DOCUME PROFESSIONAL IN RES L WITH • f DESIGN PROFES UILDING OFFICIA ti L Ej T S1.0 FOR SPECIAL NTS HAVE r----) • REGISTERED U1[1) 0 Cr Th LIS ARD THEM T° THE BsuBmITTAL E)°CUY4.ANCE TO • V 1. 1, EGON SEE STRUCTURAL SHEET 109 AND CH REVIEW THEM AND INFOGRTWHAT THE BE IN GENERAL CONFORMANCE m FOITEMS SHALL ‘1'0 _ uoancY Legal Description' PER 2007 OSSC S NOTATION INDICAATND BEEN FOUND THE TO ODEFERRED SUBMITTAL DOCUMENTS HAVE * N 0 ° C X LOTS 501, 400 1S136CD, TA & 1002 BEEN REVIEWED TH THE DESIGN E BUILDING. UNTIL THE DESIGN AND SUBMITTAL 19-4 OF (*. General Contractor: Structural Obs • ervation NOT BE INSTALLED BEEN APPROVED BY THE BUILDING OFFICIAL. OF DESIGN INTENT STRUCTURAL Structures, Inc. REQUIRED STR DRAWINGS FOR REVIEW OF THE FOLLOWING Pacific Crest AnalYsis STRUCTURAL SHEET S1.0 FOR REQ NOTE: SUBMIT SHOP R TO FABRICATION Owner' Zone SOBSERVATIONS.EE COMPLIANCE PRIOR Submittals C-P 1. ROOF TRUSS ent 4 ZONE: DESIGN Deferre Cedar F-Iiiis Developm PORTLAND, OREGON 9722 PROPOSED USE: OFFICE 2. H VAC DESIGN 915 NW TORREYVIEW LANE VOICE: 503-968-8949 Z' "PORTLAND, OREGON 97229 KISER 7233 SW KABLE LANE; SUITE 900 CONTACT PERSON: GL 65.. LOW VOLTAGE • t projec Contacts: CIVIL ENGINEER: • in ering AAI En gin e 1TE 300 ARCHITECT: 4875 SW GRIFFITH DRIVE;SUITE. n Group) P. C. ON 97005 Mildren Design . SUITE 120 BEAVERTON, OREGON FAX: 503_620_5539 Sheet Index 7650 S.W. BEVELAND STREET, VOICE: 503-620-3030 CRAIG X HARRIS AO.1 COVER SHEET REFERENCE ONLY FOR REFt.t-C Kin OREGON 97223 CONTACT PERSON: CRA SITE PLAN - CE ONLY PORTLAND, __ FAX: 503-244-0417 A1.1 FOR REFERENCE VOICE: 503-244-0552 ENGINEER: SITE DETAILS - 3. PLUMBING DESIGN DE DESIGN N Owner: ON: GENE MILDREN A2.1 FLOOR PLAN CONTACT PERSON: ONS A4.1.2MODULAR RETAINING WALL ELEVATIONS Hills A3.1 BUILDING SECTIONS LANDSCAPE ARCHITECT A4.1 WALL SECTIONS ent Clifford Design 4875 STRUCSTWURGARLIFEFNITGH DRIVE;A,!\I EngineerinsguI BEA V =n7 620-5539 A4.2 A5.1 DETAILS AL NOTES '17870 SW MANDEL LANE STRUCTURAL GENERAL E YOUNG SUITE 300 s1.0 FRAMING - IIIRED PLANS - ....-.0N REQ- SHERWOOD, OREGON 97140 CONTACT PERSON: STEVE S2.1 FOUNDATION AND SPECIAL INSPECI1 ,...al:ty code 602R0E-G 030N ec Structural S i f Ore.2._anp _ State o VOICE: 503-925-0256 54.1 DETAILS CLIFFORD VOICE: T5°0N3'- 309700F5AX: ,./v.,- s5.1 ing St- i PERSON: JOHN CLI te and Reinforc view Lane CONTACT FRAMING DETAILS oncre 915 NW Torrey S5.2 Oregon 97229 iiisl-ckil d hi Concrete fy °Its , rete Portland, Concrete Frame 1 hPornent-Resisting 0 Specie, , *ng Steel Tendons 1 f ,,---iri-Steel &Prestressi • ci Re il 4- v GARD crry OF TI ,..„1,--- -1„,\ali.c.b.i.v.lcD.[ i. truclurai vvaiding Approved.k)... . ._ [ ] DCeedvaerlofipmi Conditionally Approved [ ] ' '''frop-,.,th Bo!ting 0 Hign-, . ,- -J DEFERRED See Letter to:Follow E I Attached _ _ _ , ..... O Struc;tural M.,-.1r,onry . Ph*SPeklthe p 1 0 _241._k ma - ( Project: - 1 Nunlber:...-. 0 t rho Alt,* 1100,100 PAerntAA 1 ! '.- C.) 411'z....f-; C3 't Itfeclutafed 411 . „...,.,.. ,,,,,,. - , Date' FROAUMNDINAGTION DETAILS Pac if i C phashhill 4=>'- . By: 1;od Fire-Resistive,. Alatarials ' Electricd E3 Spray APP - .., Trete amospeT/r) 4111111111111011.....,,,,.' and Caissons Crossroads APP ROVED'PLANS 11E14 O Piiings, Drii!ed Piers DE UN-ATTACooK Other itiNjAil'fireifICATION B O Shotcrete Center , , , -.,-,,,e,,,,,,,(trif\-"C-.-='S ..LeSTRUCTURAL Cl/ITS d Filling Corp Center an , Site Analysis:sis. Lot C ,,ti•E_F., k(., 6,,,,_.4„ 7:.......(....._.1-4 ejc-....--_,- mc, - g_Vrtior----tf?---- GEOTECH REP9_ - iSC DOCUMEN ......1v1 El SPecla ' 1 Grading, Excavation O Smoke-Control Systems Building C ,;(_.(ciot _ it,--c-I-7,,Nc*- , AREA (.49 ACRES) SITE: 21,178 SF 7 COVERAGE ALLOWED 6-ret\-- 1)°`-e----':'-`- <Z::)CST (,(„,( 0 Other inspections . ............, ‘ SW Pfaffle St. SITE AREA = % COVERAGE ......- OFFICE COPY Tigard, Oregon , AREA IMPERVIOUS AREA: 5,050 SF 85% rCi:ncrete 4_,v 1 OZ"--1 -- BUILDING C = 11,843 SF 79.7% 00 IRriesun!fatricneadeGoYnPc3rewt: *C-I'Y =.77C.,) ----'‘-' -- , PAVING AREA = 16,893 SF , % COVERAGE 15% AREA 20.2% LANDSCAPE: 4,285 SF REQUIRED LANDSCAPE AREA = MIN. = 1,4, PROVIDED COMPACT = 38.89%) MAX. -= 4 I PARKING: 18 STALLS (7 --- Sheet Title: 1 ACCESSIBLE TOTAL = . ,-.-p0oL 1 CARPOOL/vAN 5 . 2.5 Building C ,,.,,,..„,„,, ,,,...,,,,i , 1 000 = 5.05 x 0. SITE 5,050 , ,;.,,.::,;,.,,,,,,,,,.,,:.,01,;.,,,;,,,,,*, ..."1:, ,,,..,,, : 'iv '-‘., ,- ,,, , , , „ ,,,,c:'--,.„ ..i.1,,,,,, , i,.. , 4.' ,':1'.'4,' *,-.'^',.: - -' . ,,,S'.. :t ,::,,eit'4,1,,,::‘ ,.izzl,r,',',,;ii'*, , ,.,,, ' ,i.;,..,,,,,,,,,,,, , .,1',iiitv*I0.41:4i','41,44.:11'41:: ' .,:',.:',-'‘., ' 7: .4i44,';:ri.,;.:';::...''''.1;,::4414',*:i:'''!'"'.:!•1.,i', ”*.,',,,I,',I.tvs.7,01:4::a..7,44'il'ili k,,,;44 TOTAL IMPERVIOUS AREA = 3 % COVERAGE REQUIRED ,,..., , * ' ' ' , ,,,,,,, -', ,,,-•": .1. ,...., ,.,. „, , ,. . . BICYCLE PARKING = , 4 , ' * ,- , , 1., :.,,,,,,,,..,. ' __..7.,,,,,, ., ...„,/, i,-,,..- ,:,; . -,....,„ „4,,,,,,,,,l,.,, 4., _________--------- ------ , 4- : '. '''' %.,„..,....,1111101; ' ' '' , :',-'11::t. , '' ' ''''''''..21i -.*: '''", ' :!'41t1-4' .tt , SW Pfa ,, ,... , , ,. : . .. • . . ,,, , , , , „ , , --.,.4„. ,..' ,o.,...,,, ,,,, ,,,,,, ,, :, - ,,...., „,..- --,e4, , , ,.4, .,„ , .- .,,... - . „ , '4: ::11111 ' ' 'T:1; ' ; '',!litrl,'Illf : '-'1:1 ' '1 ;;;,,,,,1:,,r*" , '',„ ...,:'4: .. ''''' 41 **'.'i,'1":1:It i ' '''' ''' '' '''',„,1„,.,,,,, ,i, II: , '4A , . ,.,..,„11:00 '..,, -. ' ':',' . ' „..., ' ,',.., * t'i '''*':'I''4-.' 11:(:;;; 'rifle- sm.St 52„re no e am t wig I 'lila_ ..,...1., 11,20,2=Elmilliimw!itittini.Figm ______:_- _ miLmsT.7_,.:_- _. ____,- ,1 ... , . , ' '' "' • p . ........._ rird1401311uP-1-1111P-P!im-liml-- - ---":"--•=7-----L.- , _Ii 1 1=111_____IN_____ 111__L. ___IW- I ,-n.,.„t ., , . A ' -,,,ft- , ,, ,, ' '' 1 -.W4111 , . ) I 1 6 4 m 1 1 . i ''''''1' ' ' .'4'," , ,' . : , . Code Analysis I . a B fp , , BASED ON THE 2007 OREGON STRUCTURAL AND SPECIALTY CODE 111 A . :!1 '11 ,, 1 ''''' ''''''' - , .-.' '-, -, .,„ , • . , . , , .._ NO OCCUPANCY • I ii Revisions: 1 Cover Sheet OCCUPANCY AND CONSTRUCTION ASSUMED OCCUPANCY: BPER(N0IBTCE:304.1 AND 602.5 v-B Pia \ ii t ic. 1 I ' ' • 41 , ,- ' ',40,^', ':""4:4, );: V: ' p ,7°' ''''' -,''''!'*' * , ' CONSTRUCTION TYPE. UNDER THIS PERMIT) \-1,ii, \"\ ii. ;,`til,,,,,':A:4,-- -t, _ PER IBC TABLE 503 I Rim (-- 'iiiisr...X.4.11111611- --- --------E-'111111MIWIllingig Noirm4m-aliaITItgarnalliormai BIEWEI-11111-al -1111---Olnaliffilda11111111-1 VI, Ns, .'.: , - ' ; ';1 Is--47'..:-C' 1 '' V ' ;' ' * .Ait: .::::ii%.,.„ .*■,$-;. -,'.'4414144* '''''''-*‘'. .,., . I 1 ;,„,,,,,,,,,..9 -- ,..., _ ____, 9,000 SF C----- I BUILDING HEIGHT AND AREA ALLOWABLE AREA: . 2 STORIES _Alit ---- PP 0 0 I 1 ..,..• .::::,1-,::-,::',‘,?:: .- ,,..s-2,---:-.-::::1',::::;::::,..:z.,: ,;: :-,-.;---::-:,,,, ,,--,: ,-,, „,..,..., .,,,t1/4,,, ,, ,„,,,, __,,,,,, , ,,,,„.„ -. ,,,. ,,,, ,.t.,,-;„4,,,itL:-,,I, -•,.r -. .• :: ., --- -. -: -....-„,:-.... . ALLOWABLE HEIGHT. EA. 5,041 SF '14, 111 00 \, i ACTUAL BUILDING AR . 1 STORY ‘V ACTUAL HEIGHT: \ r I ,..2-,,i.,2,:: ;,...f;', ,,`,,,:---,:-.- -i.4,-r •• ,";-:,,,s- - 1 41, .•'''t."'- / * -3., '. , ,ii,,,,,4,k,,,v,& roa:,' . '''' ' ' ' -.k, , : 'i, ', . ,-" '. ,..'1 \;i ,'-*,,sr.' PER IBC TABLE 601 W , N S '..*4',:14:': '''''''' -"-"*. --' *.,,,,,r,'''''',. ,*,' , I": ''.l.:1.' ,. ,1:f ,','''' , ':, -• ---,--- -,-..,...', .41.- ,.,il'74,'; . ,,,, ...,,, , ::-.,,- ---*:-,--i•-':::-t.,-,..,k,-,..._-:---L.,,,,,-., .,--111111111111:_,: ..,,:-...„,..‘,.„1::i ._ t '. - . ,,,,, , , ''' ', ' - ' ' - • ' ' ' ': '- , ,i'L -404 - ,-:.,,,-. 0 HRS. 0 HRS. 1 HR. 0 S' .. :, Ty A - :•-: - ' ',t II: ' -=''0 ', -,,,,:',.*,-.7:74':,-; -.--- . - 4,, FIRE-RESISTANCE RATING REQUIREMENTS STRUCTURAL FRAME: O HRS. PER IBC TABLEE6H02R 0 .... a... ...... ..... . ammo .00m r"."-"-.S\ ' '-' '‘' " ' ii* '' ''''',8 ' , ''''4:A. '-,, . s 1 I ' s,'-4,1k. , , STRU- , - WALLS , • • imege I ) I , - , „ , ,,„•_ ,_, , , , . 0 HRS. , ( I . , s - , - . . *„ , EXTERIOR BEARING W O HRS. 0 HRS. 1 . •. oh 1 A . . .. , . .,. ir, 1 IOR NON-BEARING WALLS: EXTERIOR NON-BEARING WALLS: O HRS. I irnLIME _.- - -I I i - RESERVED 0 I ) I . , * ' ,,, ,' ' ''''' " I 4 it'4,- Alle: ',.t' i7:1: RIGHTS PROPERTY OF DRAWINGS ARE THE.c., THESE P AND ARE FLOOR CONSTRUCTION: 0 HRS. OSSC SECTION 1014.3 ---- 1 4111[ II 0.44 SIGN GROUP, DUCED IN ANY• ROOF CONSTRUCTION. T EXCEED 75'- O"SEPCETRION 1016.3 I ....... .. , , - s: ' -••-•vi . ' .- • i, . ;011,14•-:',,.....1 MILDREN D_E I TO E USED OR REPRO MON* --- E PRIOR WRITTEN DISTANCE DOES 3N000,_ 0" PER OSSC ' In ,, \ mow -,...., OM VIN trANNER,BEXCEPT WITH H DRENT DESIGN GROUP, P.C. OF EGRESS TRAVEL DISTANCE NOT T EXCEED , . ' .1 , PERMISSI ON OF MIL COMMON PATH A VEL DISTANCE D = 411 I ' ' '''.i 0 ;::111* ember 2007 EXIT ACCESS TRAVEL 1 13 Dec , OCCUPANCY REQUIREMENTS ill' I Date: ,, . ,, . ,i....... . B OCCUPANCY: AREA PER TABLE 704.8 •f; it ' : ' , ,,41„,,,. ., , :- ,,,......, i.„,,,,.40,.,,,,.' - • -,---.,-..,,„.,.,..:''''''' . , .;'..--* ,,.,--": Checked by: D OPENINGS PER EXTERIOR WALL ; , ' , -;,,,_ 1 . I • 1 ,, , . ; i,..,. :- I TED UNPROTECTED MAXIMUM 10% OF E AAND 602 ! ' fel I 2 - '4 ' '"- ''' 4'''''''*: ,, -1 NORTH WALL z.--- UNLIMITED OPENINGS TABLE 704.8, 6011 AND 602 ■ ,1111k. )1 1 1 i t r ■ BKS/MRW D OPENINGS OPENINGS PERR TABLE 704.8, 60 r , 1 1 1 I PROTECTED/UNPROTECTED SOUTH WALL 7.."--- U• NLIMITED UNPROTECTED CTED OPENINGS PER , PROTECT EAST WALL = U• NLIMITED UNPROTECTED TABLE 704.8, 601 AND 602 1 I - - -- - . , a (.... ; 'S4‘ r40.4%;'."4/* ,,,_ -1.. ,.. ,,,,,,e.-A v...!..4ii■i.,...:,,., ii.,Ti 6■t A a . , tvt.-'' '.3'4:- 1 , - .:,-,....;?- - T - -E,,,;..-41 - 106244.03 , Job Number: WEST WALL - 1 1-- - - - - it w F < -, .• I ' , *,,t,i„ ,E pr... „At .... .... - . ,, ,,. ...,,, , . . - „or • * , - ' III I ' ' .,, '44, .,' ''-, Sheet TABLE 1019.1 ill I , , ...,-, -.,-„, , „.„,.. , : .- =,,--.7.::: 4.10:6- '41,, . , * ''--',..;,:,,,',.„.:2,.., ' ,,,:"? , , ,,,,,'t•P'" .'*". PER IBC , . ,,,,,..--,,t s * ,fiLism _- ,___ . - - - ----- NUMBER OF EXITS ,,,-- 1 , MINIMUM NUM 2 I .vA-Ze, P,-, MILDREN DESIGN GROUP, P.C., 2007, ALL REQUIRED: 2 Ai i PROVIDED: TED A 1 12 _ December 2007 - A0. 1 -x- - Scale Permit Set ...- Not to SECTION 1006 GE SHALL BE ILLU0MR I NLAE v E L. I -_ _ , TC PER DING EXIT DISCHAR TI, N 0 AT THE FLO 11.10}' Building g C Perm OF EGRESS, INCLUImum 1 FC ILLUMINA LL AUTOMATICALLY EXIT tl, EGRESS ILLUMINATION MEANS,,,,,•. PROVIDE MIN ICAL SYSTEM SHA OF THE EXTERIOR PIED oCCU • EMERGENCY ELECTRAND SUPPLEMENTED THE PORTIONILLum ILLUMINATION SUPPHAN 90 LY FAILURE, AN A YS AND AISLES ilk Key Plan 1 NT OF POWER SUR)FRIDORS, PASSAGEWAYS WITH THE EXIT T ALL TIMES THE BUILDING IS d IN THE E CHARGE DOORWAYS 14- --it, vicinity Map EMERGENCY LIGHTING ILLUMINATE RGE IMMEDIATELY ADJACENT TO EXIT DISCHARGE PROVIDING POWER yr Not to Scale . ^ fs ,.. i DISCHARGE EMERGENCY POWER F.. WITH AN EM NATE EXIT ACCESS 1006.3. A 1,2 MINUTES SUPPLY CAPABLE OF FOR A DURATION OF NOT LESS T PER OSSC SECTION , , , ..........E....................._............................................................_.........._..................._.............................._......................................................... ...............r.... ....... ....11*..........■1..................ra”...r... 1.1.■01111....••■■••••...........■71....110......... ............r...................■................... ......■•■•m0....■•■■•■ ••••...........*.*...■............■prmww..■.....000.on...■...oe...n ...........r.■..w......■Mr.r.■.■...■.....w . .•,.•••••■....... Keynotes 0-'------*- 1. EXISTING DRIVE 2. TRASH ENCLOSURE - SEE DETAIL 8/A1.2 3. EXISTING FENCE TO REMAIN MILDREN DESIGN GROUP, PC• 4. TRANSFORMER PAD 5. PROPOSED ACCESS EASEMENT ARCHITECTURE . SPACE PLANNING 6. RIGHT OF WAY DEDICATION 7650 S.W. Beveland, Suite 120 7. BICYCLE PARKING - SEE DETAIL 7/A1.2 Tigard, Oregon 97223-8692 8. TVFR HAMMERHEAD TURN Voice: 503-244-0552 SW Pfaffle Street 9. TVFR TURNING RADIUS Fax: 503-244-0417 10. LOT LINE TO BE VACATED 11. PROPOSED LOT LINE • 12. WIDEN EXISTING ACCESS 13. NEW CONCRETE SIDEWALK 5'-0" 14. REMOVE EXISTING CURB 5'-o„ 15. VISION CLEARANCE • 40'-0" 104'--11t' 20'-3" 16. STANDARD ACCESSIBLE PARKING STALL 5,_1,t / 30'-0" 30 -0" 17. VAN ACCESSIBLE PARKING STALL AND SIGNAGE - SEE 0 10' 0" 10'-9 10'-1 " �, DETAIL 1/A1.2 SIMILAR ._ ,� [-_:1 18. CONCRETE PAD FOR MAILBOXES CONFIRM LOCATION WITH USPS - ___ _.__ ''`' 19. CARPOOL/VANPOOL PARKING WITH SIGNAGE - SEE DETAIL 5/A1.2 `� /' �' �';� 20. PAINT CURB RED WITH "NO PARKING FIRE LANE" IN WHITE PAINT;\, 11144017/ LETTERS TO BE 1 WIDE x 6 HIGH t, ,t \O Atioomfrip�./• 1f , - � d a �.. ��... ..r• .r..1Mr. ainal ■■■■�■■Ir�■s�l� d °L. ° 21 STRIPED PEDESTRIAN ACCESS .� ° a o d a a ��' d q o e a, a a a a d a ° na 9 ° e o d ° 414 a d o d q Q I d e d° o q 22. BOLLARD - SEE DETAIL 6/A 1.2 4 '44 a q °; ° ° d� AMR"- d o oA. d' I ,,° a e, 4 0 o a .d ao' o °•d O ° 4' o d;e d ° ° a d a o d ° 23 EXISTING FIRE HYDRANT w OD r.rr�ir�rrr.�r:.rrirrwri►�.1!Y.irT�rrrr�.�rvnrw�►,r.�.►-wr-irir . . .; _ T ihii, �.r��rr�ii�w►.,.a.rrirrr�r�.wrw-rrrrs.►.,r�•,•r�; wig„rr•4rw.rre.rrr°�narw+r•+..rr.!r�� r - r - moo. a d a !'I .�:�' .�rrrr ° . t .� �■►.''"1�,11�"/�i'' .c.arwr�/�rr�rrr�rir�rr.�r�;�r ,Mir/ir�r�rr-...er�rr..twr..�era�►,.r+�' ► :- � .. '�� ,fir" �� .�iri�..r��r/r.r�w�iwr♦rr.•►�r�.wc�,..►.wr�iA►.�.�. .,�h � �� - - - ._.�______.___ �� - . . ._ .�► :.r.r..,, ...�..�:►...�,.� ,...�.�,�. � 24. EXISTING BUILDING - �5�"rt■ �'I�Nr./nlr �r..�.er�w.�r��hrr� ririlir�Iw� s�.�rrs _,.. .�. .' ��'. �' �Ii�� IrC1 �ir�.��' ;�r�rar.�r.tr.�riMrer ✓Ii►.Awi � � �' awn...- - �...... .�...�..�..... �.--� � •a. � _ , ' .�1,�r� ��rnr✓�rr�irrrrr�w i/ o ■ �.: �••�r�■•••c, ..,.�ca.�.r-- - -• �- - !► 25. LADDER TO ROOF WITH 4'-0"x4'-0" CONCRETE PAD lelS,A I ,; � ❑ o0 26. BUILDING TO PRQPERTY LINE 0 ilifikat all 43:11 27. MANHOLE - SEE CIVIL W L iiI,E),., . .4 A 28. 18"x18" CONCRETE PAVERS •� iti g4R4 ' • 71 I j1'1 a . C 29. PAINTED DIRECTIONAL ARROWS TYPICAL ■ c--] .,do IN 1 i , a J ir4 it 4/10 , i ; /7/ \ \, ' ,i, .A. ' : I , ' 'A . ,► ► o Proposed Buildin A ❑a Proposed Buoldtn B .w Curb T ype CAST glop, 1. ...„) [IL,* -IN-PLACE> 5,041 S°F 5,044 d- EXTRUDED 'id r 4 \ ... , ■ 0 �, ii "NO PARKING" Ilk 0 0 \s,..,\.. • F4,„.. A ' \ 0 , A* 4 AO ' -� a Ilk WY 1, . , '..,‘..... . . 4 ._:,... . di i 1 ihh.I 7111‘1&'°'.1.74 I I//A , , 'NA st,,,ommmilum „..Fr!"--7.7 '''..'”' n7.\ 0 . \ 4 • _ r- - general dotes O e a • , 1 .{ ' o.' d 4'• ° ..q• a ` _ • ( 1 •' :.E.i;.;;.;;.:I1- I ;. . o I • °' d. d. -`- a • - o ` - _. ° II:: 8 L II (I J = J• a II - tifil d d �.� . :�fi ° � La o '-° - o- _ . q ° ° d � i ': ° i a o . � - a __ � _ o a ° a q . . = � __ .A_ _,_ , -a' � (p•1..*�:••t I t.'IV1t': °d °.,_ _� -a °- `/- q d - ` 'L. °a a 40 a q a o B. PAINT EXTERIOR ELECTRICAL EQUIPMENT P2. C. PROVIDE CONCRETE PAD AT EXTERIOR ELECTRICAL EQUIPMENT, Cedar Hills 111/41 1 d n•:•:+:,;::::::$1.° 'J.•i..4•$OO.•i�1 q a "Ot':.' ••i❖ ° a s a a 4 q . 0 111,1:\ \ ° ° VERIFY SIZE REQUIRED.•1••• : L . 1 q ° � I 1 r ' ► I Development t\ \ Ank �k I I I I \\ \ \ \ � A 1.2 I I I iA I I 0• TYP I 1 I I e \ • ( 9 1 915 NW Torreyview Lane 0,10 VO4 0 \\ 0 Port land Oregon 97229. \ 7 I I 7` =�**1 � �. .�4// \ r ��..;� � ' A . �' / A :,,i_ „ .fro„ 36, 0, 63,_0,° -0 / , r 6,t r...., \ 4 .......r a dd ° Wwr6) 'P -0 /(3) 'P. T O S'. A 9' I" ' Project: 40 0 8 -0 24 _o/ , ,/ ! sj / ' )N \ r A■ \ II . .71 / 1 / 1 0 2 „, ,, 4 ....... _,... d j , /d / / f / % , (5) SP. A T 8' I"»a10 _.0 . d Pacific Crossroads/ �.{ / 4 Oil -,c. N. / / (1.------ I- ---\ Corp.0 4 48:4444:41:44•411, ' enter III d ° •.. °. 111 0 a , , ,,- :. , ii:ii: I ► Site_ � e f r I I +n A iii /° 1 I I I SW Pfaffle St, -- -- ----- -- a ___1 J w Tigard, Oregon.._. . iii_....„..,.......... f 1 ( I O t n .: i Cy d i I . d. Ik CD 'in o -1111-1111 -11111-■■ __- 4 -- i -...I I I I I I 1 - L Ior! ' !Ur 4 A '`. I II4 I I I co 1 l / Sheet Title: 4 , II ° O • . / . illk IIo w • Site Plan II ter.. MINIM ill 40'-0" 40 r-, - (5) .P. A T 8 i a ro A A d q O 1 W 5'-0„ 63'-0„ 9'-0„ 54'_0» N I'O1:O'ii•io'ii'•: , » 'r ❖.❖.•.'•❖AN,.: (7) SP. AT T 9 -0 �► (6) SP. AT -0" f 1 ro ose Building0 /" .N 1 o "1.0 _..... .......J w 1 ............ ►'•••••••••••'•o•••••: CO o. I 1 Revisions: o I I : i a a 1 I il h.h Q -I a d., tl Ik / \- My. II if d In 1 ° u _ I° d d O 2 r- . 0 4 . : MILDREN DESIGN GROUP, P.C., 2008, ALL 4 RIGHTS RESERVED ni THESE DRAWINGS ARE THE PROPERTY OF .) ///!/////////.%/////!/////!//!////////////%//////////////////!/////!//////////////////////1/////.% 4/%/!////////////////f/////!//////,%////!////!///!//!///!///!!//////////.!// MILDREN DESIGN GROUP, P.C., AND ARE 7 .. ' 'r" . MANNER,GEXCEPTD WITH THE PR OR WRITTEN PERMISSION OF MILDREN DESIGN GROUP, P.C. 58'-73" 8,-3 1p'_1„ 7t-o" 15x_6„ 26>--0" � Date: 12 February 2007 0 ` 4,-4„ Drawn by: Checked by: MRW/BK WEM AltProposed Site Plan Job Number: 106244 NW Sheet 0 5 10 20 Site Permit Set - February 2008 A 1 . 1 �1 13'--O" 111 I t il" P44 1 I 6 CONCR:TE CURB • a Q .. ..r < a �� BIKE RAC FOR (3) BICYCLES • a .► ,.- ( ) J4 Q .r 11/ 1 2 TOTAL ILD EN DESIGN GROUP,P, P.C. CARPOOL/VANPOOL �O IP 11-- L r oo ARCHITECTURE R SPACE 1'I�ANNI3VG PARKING SIGN -- SE: • .o . • • t ;,�,i_, , !-. --. _ ACCESSIBLE RAMP 7650 S.W. Beveland, Suite 120 ...c /Z---- Beveland, 5/A5.1 L✓ w I �j " WITH DETECTABLE ARNING Tigard, Oregon 97223-8692 i ..... '> Voice: 503-244-0552 a 3" SMOOTH TROWELED JOINT '-- • ' a -Q... 1 is TYPICAL Fax: 503-244-0417 44 a T BROOM FINISH• 4 ,!!!!!!!!! a !� STAMPED SLIP RESISTANT PATTERN (NET 4 ►�l!!!!!!!!! !!!!!!!I !!� -+ • A1.2 . ��!!!!!!!!!!!!!!!!'�� !: *•:;*;$* H'►�! lj a PATTERN SHOWN) PER UBC SEC 1109.6 r■-:$'!!!!!♦!!!1 ►!! ! a !!C!!!!r!e!�!�let ►�!!�l��!!!!!!�!e!� - - - -if- -- - - 6" CURB LEVEL WITH SURFACE © -k,�l�!!!!!!!!!!!�►!�!!!'� j . . . OF ADJACENT SIDEWALK a !!!!!!!!!! 4 �!!!�!!!!!!!!!j!!!� . ro .Q !!!!!!!!!/ 0 4 ►!!!!!!!!!!! >l' R•♦!!!!! !!!t ►!!!+!!*!!! 1 .090 ALUMINUM SIGN PLATE . • !!!!!!!!!! !!!!!!!!!+� o /" BLUE REFLECTIVE SHEETING !!!!!!!!!!1 ►!!!!!!!!!! a „ ►.Ll.►l.�lAlAl.1l�hl.�l.�.- ` AlAlA, A A. AAA. AA A A. A Q :.' © -h'=y •0 3 a 6 -0 _ `, =�J • 111 • 4 HIGH WHITE REFLECTIVE,. , : � , PARKING p� LETTERS AND BORDER, BAKED DISABLED PERMIT OILY ENAMEL aro Immo m.o. ....... .0.0* • ir VIOLATORS SWOT TO CONCRETE RAMP FLUSH "'"' �., \ a' -. �o• HANDICAP SYMBOL WHITE ACCESSIBLE SIGNAGE WITH ASPHALT . � �- :VV.' -`.--� •t5 WITH BLUE BACKGROUND 2 PER STATE A30° TYP. �1 _I� L : : Q a K:rr `:: r A1.2 REQUIREMENTS © d•4 PAINT STP,IPES 4 '? .: 7 3i„ AT 2'-O" 0 C TYPICAL �` ° ""�" `' .'; M�� ( VAN-ACCESSIBLE i VAN ACCESSIBLE SIGN WHERE _ = REQUIRED PAINT STRIPE . .4...•1--♦-1'.•-•w-►y ►-♦-♦`i•�•i ♦`♦•i•�'i'i+ a 409 Ats,„. ►♦1111♦ a 110♦♦♦♦1 i i+i+♦'�+i� -'� 3„ WIDE PAINT STRIPE _ ' 1 ♦♦♦♦11111♦111 • 111111♦♦1s 0 4 �1111l1♦♦ ♦1♦♦♦ +'♦1♦1♦1♦11♦1111 "r"'! tQ 1♦111111s�♦♦1♦11 ,i' ir i '+' ♦+�+♦�►i'♦+i♦♦11 �i+i'i'o1+♦♦♦11111 / %., NOTES: +♦111+i+111111♦♦♦♦ �1♦♦1♦♦i11♦11os�i++ ''� ►- ►111♦111♦1111♦+111+♦�1�1+i 4. . • 11♦♦♦♦♦''1'11+1�1�111i1* TYPICAL I 1,I d d lC) X1'1+1+♦'1'♦11♦1♦ 1'1'♦'♦+1+1♦1♦♦1♦1♦ ♦1 11♦ ♦♦1+� a ►1♦ ♦1♦ ♦1t / 5 ► 11 1♦ d ♦♦+ 11 N .b . . 1. ALL ACCESSIBLE STRIPING +1i+♦'i+♦ +'+++i++ ♦ ►++++• +♦ ♦ " • GALVANIZED STEEL POST A I I D N R. 1♦+t ♦1111♦ +♦♦1♦111 � ^: :• •' •::.:�.a:�::.:�:::.�.�::::::.:�:.:. ,, LC 111♦ ♦♦♦ t 1♦♦ 1 ♦11++ 4 ( ??? :;?: :::. / �, +♦1♦1s, SLOPE �� 1'1♦s �0+1'♦�.,,SLOPE,�♦♦1+s 86 / � 1 ♦11 -- ♦� N AND SIGNA E TO COMPLY , . . - -_1 .•„•:•:::-:•„•„•:•:•:: i'' ,----Z_IL2iL,.._ I . G ♦ •�►11♦ .♦111 1♦1♦ •1♦ +11 c Yl T1GAR REGO• k C(14 11♦♦1 i♦♦+♦'♦+1+♦• : 74 a �++111 1� � + �'1+� `::;:';> ':. ,I (� 4 +1111+11♦.1+++.++++'`+♦. .+11♦+++11.«+1♦+1++.1.+1+1++++♦. ►♦111♦♦111111♦♦♦s 4 11111♦♦♦♦♦♦♦ ♦11 d ,� WITH ORDINANCE e ►'+'i1'i+'+i'i+i'+i'i'i'i 1� a +1+1111111♦ +1� 4 4 ►1111111111111 t `1♦1+1•♦11♦1+1♦++1++i+11i1i� 4 d 11 + 111 111 b ORS 447.233. i+' i�' +'1i 1�1♦ � iii♦♦11++++++1+�� d• 2. ACCESSIBLE SIGN TO BE _ .♦_.....,._♦_.A_ ....♦_♦_� ..e♦_...... e♦_.•......� ':.:', >:: g• MOUNTED TO SIDE FOR I OF 3 � ".'' � VAN ACCESS LOCATIONS -- ...................... 67'�`>`.:.::��::�:�::• A1.2 AND MAY BE CENTERED '''---PAVING WALK WALK AND CURB WALK EVEN WITH ` T 1 - ACCESSIBLE SYMBOL, .r' FOR STANDARD ACCESSIBLE EVEN WITH PAVING TOP OF CURB '' PAINTED PER SPACES. WALK AND CURB 'I i STATE REQUIREMENTS 3. WHITE STRIPING PREFERRED 6'--0" 6'--0" 6'- SLOPING '0" 4" 10" I I BLUE BACKGROUND AND BLUE ' r s / T r fi / 9'-0" / 6'- "0" 9,70 PAINTED CURB OPTIONAL l '-0" l '-o" 2'-8 " I I A ', - . 1 Accessible Parking Stall 2 Accessible Sidewalk Ram 3 International Accessible Symbol Parking 4 Accessible Signage A1.2 Al2 !" - " 1I2 1 =1'-0„ A1.2 1„; '-°" 0 2 4 8 15x6-r2 15b2 3 //////////i`''////////#/ r /,%!''/////,/%%/%'///f/%%%�i,.''////�i/%//%%%///i////////%%///i //G�i,,i\ \ I BRICK VENEER TO Owner: r MATCH BUILDING r Cedar Hills SEE SITE PLAN y .:a t� Development---, RIBBON STYLE PIPE RACK \ //,;;��►,;;; ROUNDED CONCRETE TOP \\'' //- _ BRICK WALL CAP -- B1-• / CROWN SEE SITE PLAN FOR NUMBER \ SLOPE TO f *1 ", ,s t OF SPACES DRAIN -, 1 --0 .090" ALUMINUM SIGN PLATE (2) #4 CONT. AT 48" O.C. IN BONG)// %/ -1�: % T WHITE BACKGROUND � !ii,:::A4 BEAMS AT TOP, MID--HEIGHT & �, 1" HIGH BLUE LETTERS i l BOTTOM OF WALL; PROVIDE (2) 915 NW Torreyview Lane •AND BORDER, BAKED ENAMEL j: jj;: 4 x24 AT WALL CORNERS,; # Portland, Oregon 97229 H 4"0 STD PIPE WITH %/ 24 24" PARKING i \ ;� ;� #5 AT 24 0.C. VERTICAL FOR ° CONCRETE FILL %/;:; t° 10 �'''''•'' 8" CMU, SOLID GROUT FINISH CONCRETE TO MATCH j Low 411,- CAR POOLS 3 EQUAL GATES A1.2 % ONLY PAINT HAZARD YELLOW ADJACENT WALK Y ��: ; BRICK VENEER TO r *4. { % �l MATCH BUILDING ____,k p �� ! 5x 48 AT 24" 0.C. TO MATCH Project: • FINISH GRADE % z � '� 10 9 `c Pacific A1.2 J �-►-�� AND LAP WITH WALL REINFORCING I-- Li f LUt Crossroads --1� GALVANIZED STEEL POST a4 -� CONCRETE FOOTING �. % ° � _'; . . . .�•. a w T 1-7---1■_''444 . Cor • Center d d R T % W N ,. 6" CONCRETE SLAB WITH to • ' - � #4 AT 18" 0.C. EACH WAY�- S 1e .str) 1 \- ©. VP CONCRETE WALK - SEE SITE PLAN j 8" CMU ; ,, Cr `� 11 ° �` SW Pfaf f le St. 6 CONCRETE FOOTING j T/SLAB % .� o; Tigard, Oregon L_ _.I 0 T ! 0 4• 4 4 4 0 6" 6„ ., T 41' • CO j .1 4 4 N .,� .�. r. 4a . 4 • 1 1 \\\\\\\\\�;\\\\\\\,.\\\\\\\\\\\\\\\\'\\\\\\\xi\\\\\\\\\\\\\\\\\.;\\\\\\\1.\\\\\\\\ w \ ' 1,-0» 2'-0" L _ 1 / f . Sheet Title: 5 Carpool 6 Bicycle 4 Bollard Rack Trash Plan 9 Trash Enclosure Wall A1.2 1 =1 -° A1.2 %"=1'-O" A1.2 1 =1 -o 1.2 W'-1'-o" Al2' '3/4"=1'-O" Site D etails 15b3a 15c2 15e1 9a5b2 010 / SEE SITE PLAN / TOOL 1 1 " ,.....././ 1X" STEEL TROWELED 2% CROSS SLOPE EDGE, TYPICAL _ 4" CONCRETE SLAB " '-f`" • a • • d i 4 ' "'7' WITH CONTROL JOINTS ► . 1 0 • _ AT 5,-0" O.C. `!:►��;.�1►��I►:►,� 8" CMU -111- ,4�• • • .i�►=::+:il,,�1; x:413 � !! - �! :vim• •�•--sY�� -.-.. :.. • ► ` 1 . .4►.a• s�'.�►-.`=`�•. ki.__� .:�►•.••ii:' :40, 4" CRUSHED ROCK ►. . 1 ;-•-� ' I III--III ! 1 1-�,,,L, i I 1 III f I i I i�,' i I .I l ill 1 1 III III--I � I N I .Ili, , ,l l f_I I I; BASE 11I A \ BRICK VENEER SECTION p4 1 1 TO MATCH BUILDING BROOM FINISH AI1121011,7411746•741" MillA1.2 � SEE SITE PLAN SEE SITE PLAN ►�r:A•►:A�;�.:�:+►� BLACK POWDER COATED ► 1 CYCLONE GATE Revisions: j WITH VINYL SLATS „ „ :4E4IV. ,47 7. ci6 6 SEE SITE PLAN► , I li t allg► ) TOOLED JOINT 1" RADIUS■- - - - - �� 4" CONCRETE WALK MI ►AlA.A.A�Atrza4 (.. 2°�o SLOPE s • �, mopa ':1 tp ali I CANE BOLTS FOR EACH LEAF • .14 '-F•lige •--�►4 r►=• 1�0 '.;t: ir... : 2" SAND OR 34"-0" • ;.M. ,. • • . 1 �I-I I I 1='"-. 41 COARSE AGGREGATE - �--I ,° •' II-r-r 1=111-111=7, ,____I - 1=111=11 :, • ti' �` CAST IN PLACE CURB CY t., to BLACK POWEDER -- -.., ''� AND SIDEWALK I I COATED CYCLONE '`'`w \ /T/SLAB I �\',\ \ 14 i PAVING SECTION PLAN ZTS MILDREN DESIGN GROUP, P.C., 2007, ALL GATE WITH VINYL ` o NOTE (TOOLED) RIGHTS RESERVED p SLATS ' • I * CONCRETE TO HAVE STRENGTH OF 3,000 PSI IN 28 DAYS, 2" TO 4" SLUMP THESE DRAWINGS ARE THE PROPERTY of MILDREN DESIGN GROUP, P.C. AND ARE 1 * PROVIDE EXPANSION JOINTS CO 20'--0" O.C. ALIGN CURB AND WALK JOINTS. EXPANSION JOINT NOT TO BE USED OR REPRODUCED IN ANY 4 BOLLARD * PROVIDE CONTROL JOINTS IN WALK 5'-0" O.C. NOTE: CONCRETE SHALL BE 3000 AT 20'--0" O.C. MANNER. EXCEPT WITH THE PRIOR WRITTEN / SEE DETAIL 6/A1.2 4" PSI AT 28 DAYS. 6 SACK PERMISSION OF MILDREN DESIGN GROUP, P.C. c �. , PIPE SLEEVE-EMBED 4 1/2" 3" 3" STEEL TROWELED r --..- MIX, SLUMP: 1 1/2 TO 3 EDGE, TYPICAL Date: 13 December 2007 rlii Trash Enclosure to mall ' ' Drawn by: Checked by: Gate at Trash Enclosure Monolithic Curb and Sidewalk T ical Sidewalk_ 12 1 Yp 14 a A1.2 1 =1 -O 3/4"=1'-O" A /"=1'---0" no scale BK WEM d12 D16 1.2 15a5 1• 15a1 A1.2 Job Number: 106244 Sheet Site Permit Set - December 2007 A 1 .2 1 ® DT Ep 2 TT Keynotes2 0 59'-0f" 1. ALUMINUM STOREFRONT WITH1" INSULA TED GLAZING TYPICAL 1,_4„ 2. BRICK VENEER ON WOAD STUD TYPCAL 28'-10 " 28'-10 " 3. METAL CANOPY - SEE STRUCTURAL PAINTED MILDREN DESIG CHI P, / y I I I / 4. STEEL COLUMN TYPICAL - SEE STRUCTURAL ARCHITECTURE SPACE PLANNIN G. 6'-73" 10'-8i" 6'-7i" 10' 8i" 6'-7i" 10'-82" 6'-73" 5. LADDER TO ROOF -- SEE DETAIL 17/A5.1 67.. 4"o FROST INTERIOR FREE HOSE RAIN DRAIN 8188 7650 S.W. Beveland, Suite 120 / / / 0 / Tigard, Oregon 97223-8692 ''.% 8. ROOF DRAIN - SEE DETAIL 7/A5.? Voice: 503-244-0552 A , - 'J \ A Fax: 503-244-0417 9. OVERFLOW - SEE DETAIL 3/A5.1 10. VALLEY LINE '�' CO 10 11. RIDGE LINE T r 12. BUILT-UP ROOFING - SEE DETAIL 8/A5.1 FOR PIPE ,:, AI ► " I ao I I 0 I I 9 A5.1 -, + 0 P 13. METAL RCORNiICE PAINTED __ > 14. CRICKET - 2x4 AT 24" O.C. WITH %2" PLYWOOD s V H ,:.,t„ I , , II ,,� 15. FACE OF STUD, TYPICAL T 4 16. FACE OF BRICK, TYPICAL �_ 3 0 c\I I I I II-•--.__ '� j 17. SEE DETAIL 4/A5.1 FOR TYPICAL PARAPET FLASHING _ 11-77- I I I 0 o no .1�1� I 'co AI to r■ -(101A 11111111 1 Ii w 0 H 2 II rn I I II I I 0 - I 0 T t I_ 1 30 L____7( r 1 .c 0 f F 0 Door Schedule 30 •3, tiltp..) 414)Cs;e;'"*" I I �`'�' N I MARK NOMINAL SIZE FRAME DOOR HARDWARE WARE REMARKS • A i N "� co °p WIDTH HEIGHT THICK. MAT'L FINISH MAT'L FINISH TYPE GROUP ,tom D, 0 GON .A,. a ' 0 101A 6'-0" 7'-0" 1--3/4" AL BLK AL BLK A 1 7 ,r.,4 SHELL . 1018 6'-0" 7'-0" 1-3/4" AL BLK AL BLK A 1 , 14 i LEGEND oF C ..V v "v - \ 5,051 100:50 * ' , B:2 EXITS \ r` AL ALUMINUM N ) I II 1 I I I I BLK BLACK 0o ''0 co \ \ r') 2 2 A4.1 A4.1 Door Types 00 1 I © I I I 2 "`� 00 b i IN 0 / --_, . / \ Lit _ ___i ',- 0 1____.0 � /, \ I ( II 727 I I I I I II 1 ' r- 0 \, ,/ 1 \ / LN II ;..� A4.1 A4.1 / 0 0 00 + . I 1018 i � td r - I I I I I I I I 10 I II '� A Owner: ,-IN 0 N 41) , I( I 2:- CedarHills i rr��t - i9 0 1 .( 0 • .......,...--..- 14KNI MAXIMUM EXIT ACCESS I , !► I I I I I Develo pmen t T TRAVEL DISTANCE = 111'-6" �► { J : *el)*el) -co co ■ \ ..,--.i.i.::‘L.:4-.4: 1- ---------. ------ .1:.:.4.;.-....-.._..-4.....ia.. .1 ------------- ---',:.;_,. .....:..:,. ...7.-.14.----------'------ ---I■-+■-,..■7S ...;.:.4.7 .1 0 -- -- -- _ ---- -- Wall Legend Room Symbol Legend 0 ..... f NOTE: ALL WOOD IN PERMANENT CONTACT WITH CONCRETE TO ROOM NAME 6'-7 " 10'-8 " 6'-7 " 10'-8 " 6'-7 " 10'-8 " 6'-7 " BE PRESSURE TREATED 915 NW Torreyview Lane / / / ROOM AREA/LOAD OFFICE ROOM NUMBER 0 58'-7 " NON-RATED WALL FACTOR 101 Portland, Oregon 97229 XXX 100:2� _NUMBER OF B:2 E ITS Ali OCCUPANTS Floor Plan (' I 2 Roof Plan A4.2 1 HOUR RATED WALL PER OSSC 2007 SECTION OCCUPANCY GROUP PER 1 NUMBER OF 7.2.1.4 AND TABLE 721.4.1(1) IBC TABLE 1004.1.2 EXITS PROVIDED 0 2 4 8 16 0 2 4 8 16 Project: Pacific Crossroads Corp. Center Buildin g C SW Pfaffle St. Tigard, Oregon Sheet Title: Building C Floor Plan Revisions: MILDREN DESIGN GROUP, P.C., 2007, ALL 47 RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MILDREN DESIGN GROUP, P.C., AND ARE kfl NOT TO BE USED OR REPRODUCED IN ANY MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MILDREN DESIGN GROUP. P.C. i Date: 13 December 2007 Drawn by: by: Checked b y y Y. BK WEM a Job Number: 106244.03 Sheet Building C Permit Set - December 2007 A2. 1 ....... 4, OF METAL CORNICE .:s , ii f i 76:5Di ogRasEr N.Tigard, OD. BrEeeSgvi Oregon Na 9n GROUP,7d '. '.----1 1 - 10 • ■( .s... ......... 11011 I ■.' MI ■ Ir _...... I Voice: 503-244--' . ARCHITECTURE .. SPACE PLANNING . ' Ao. ....mo 1111111•1•1111 11111111111111111 111111111111•11111 1111111111114, _ ,, , , ., ......., :::... .,_ I , ..,... , rOP OF METAL CORNICE - A. —1 Fax 503-244-0417 ,. , • -'4 a r rm 6•,/, . Z .4' g I ii V 0 I ) , A / • kr.:-. a . 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' • ' • '•••, i'fif ii;'':111 I WO P;It ad 1\\• \ \.7\‘• /\ or,4_,..r.r.4.0 AT.oir,Airo.s1 o ' 4' ..,„..-sr-...r ..., , \ ., I //7,(0-0 /0441 r4,1.004.1 4 ° "4" 41P4**:"A k\,7'\\/ ''''• \ ,N.'-r*tilildr4 . 4 '4 r.1,"otrire.':, A's MILDREN DESIGN GROUP, P.C., 2007, ALL t 4 . . a ilklir i,,,tx,,,\/,/ V. RIGHTS RESERVED © el 11 *ftrame .....• 1....i. rm.. orso. ...... =mow amor. man. wow= Ire... 1 V \ /0 / <\, VT, THESE DRAWINGS ARE THE PROPERTY OF i . `' 4•\/% \/.///\/ \ /\\ >\ /..`, .\/ /\ \'`.% GROUP, P.C., AND ARE 1 , ../.\.,,,,, .2, ./›.- ">\..,N.\. NOT TO BE USED OR REPRODUCED IN ANY MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MILDREN DESIGN GROUP, P.C. '.--2'..." Building Section , . . . . i Date: 13 December 2007 A4.1 *X"--1'-0" bbc----e Drawn by: Checked by: MRW/BKS WEM . Job Number: 106244.03 Sheet . Building C Permit Set - December 2007 _ A4. 1 Keynotes 0------ _.......„,1/4. ...... , ....------ ......♦• 1. ROOF FRAMING - SEE STRUCTURAL 2. CONCRETE FLOOR SLAB OVER VAPOR BARRIER- SEE STRUCTURAL 0 \ 3. R-19 BATT INSULATION AT ROOF TYPICAL COUNTER FLASHING 4. BUILT-UP ROOFING �'°l1LDREN DESIGN GROUP, P.C . 0 5. FOOTING SEE STRUCTURAL ARCHITECTURE .s SPACE PLANNING 6. R-11 BATT INSULATION AT WALLS TYPICAL F I - 7650 S. . Beveland, Suite 120 1 PARAPET 7. STANDARD BRICK IN SOLDIER COURSE 81 8. STANDARD BRICK IN RUNNING BOND COURSE -- B1 (TYP. UNO) Tigard, Oregon 97223-8692 FLASHING 9. STANDARD BRICK IN STACKED BOND COURSE - 81 (BEYOND) Voice: 503-244-0552 i„‘ i 10. STANDARD BRICK IN ROWLOCK COURSE - B1 Fax: 503-244-0417 11. STANDARD BRICK IN RUNNING BOND COURSE -- 82 (TYP. BELOW �c - n ,`,, ROWLOCK COURSE UNO)/ , ,- 12. STANDARD BRICK IN ROWLOCK COURSE - B1 (BEYOND) 13. 2x6 STUD FRAMING - SEE STRUCTURAL FOR SPACING . VII e f 14. ALUMINUM STOREFRONT WITH 1" INSULATED OFFSET GLAZING �-�+ 15. STOREFRONT DOOR ..„.'� '1 '16. BRICK BEYOND 44.... ,+„�, �„ / ` % r % 17. CORNICE BEYOND / ` /Ir SEALANT 18. METAL CANOPY, PAINTED - SEE STRUCTURAL FOR FRAMING ,/, / 19. FUTURE GYPSUM BOARD Ilk 20. CANOPY BEYOND A5.1 CUT BRICK 21. FLASHING - PAINTED TYP. 22. COUNTER FLASHING 23. 4" CONCRETE SIDEWALK • 24. FUTURE SUSPENDED CEILING ..... .�. ....r _ _ . 5 Conice Detail 25. WATER STOP y TOP OF METAL CORNICE 2 9 p" 26. FINISH GRADE r 27. CRICKET - 2x4 AT 24" 0.C. WITH Y2" PLWYOOD I��-\��"��` d- -3 28. BRICK RETURN AT WINDOW JAMB TYPICAL (c$.1) 40j,, I �: TOP OF MA ONRY STUD WALL I I�'N >I \ y f � ♦ _�� 29. ROWLOCK �� <0A'Aers �; Ark <, 30. LAP METAL DECK OVER FLASHING [ i'• a5.1 r I a W E Mi R. 0 1 ‘41 .. ! �, TYP. • • 5 GA & OREION�1 l 4opc#`� TOP OF METAL CORNICE TOP OF METAL CORNICE TOP OF METAL CORNIC CR‘ t ,i4 4, I IIa + c� ♦ Il ei to 0 1 �� ` 1 T P OF MASONRY/STUD WALL TOP OF MASONRY/STUD WALL ;� `� TOP OF MASONRY/STUD ALL I i -- • Ei =��.♦ �►MI6'MI , r 1 . . ,I i '1� % I��IS61�4 ` _ ��IIs / , ____ ii , 0 , ,,,,,,,,,,,,,,,,,,„_,:._ .:„___, t ._,_,., I cr ii,,, I 1 A*/;api r Iffir_ I /'-- fb li, I" iT.�-T•TrT�T�T�.��Trr'.�T�T�� = �T `I1:07- 4 )11 _. ;,El 1 :', Or I '4 .•.nan...; rx..onver. T T T ``�,.Y T_. T T.4 merconimene mor ii. ::.11:1 sk, i _ i- Ana . ,,,, ' , -"MP Or Ad MATIMMINIIN 1 : IllikL 1 ! .t k\ At. All 4.. A 1 A. A. A, A 0,, -1 r 0 1, ' n.n.aeror• .. , r �, „�,,... .,. - �'T-1-�-T.7a��T�TiT�TiT�T�T. 1� - ` LLv,..„\\N . T T `V T 7 T T T W , .waa... � �/ /I.► TTTTT ♦ O �% : Lj3a!Neveveveve. Owner: 4. -' 1 »> •� r I 1 ��1 > - ► r 1 ',dc�,r 1� 11��7 4,_0" :ham►-„� �r�i�ii 4 % r!► +�► %,fi-� _ r ►, .. �.\��, �� .4 ! /:0 L 9 A5.1 -111 mamma .,4 al I 1 -4 411 •TYP, ' r `'� ''�T CANOPY S EE _ \ � ''� �:' �- 1/ �► A - - - 915 NW Torreyvlew Lane k I MR ma imi Min MR I aii Ma I b ....,.... : 1 CI aak . � � � 6 � -� � Portland, Oregon 97229 l�, �� A51 a � � A5.1 % \1I Ik TYP. �-4 rii TYP. r 1 ii 1 I � .. r..- .. ►*1 ►b.1: .k I (AM% r 11111 or I •, _ 1 I �� t %; w sti . ii,0 7 I// IF Project•il i ti o �. � �i _) T f OPENIN G T/OPENING ~- � (NI 1 _ -- - L-- !-0, I I I in Pacific I �__ <> I Crossroads■ "Ill I ! ! I iii di (1)) ()) h °� Corp. Center - 0 Building C 41) mini ismi ii�r�i � N 0 1 SW Pf of f le St. '-r■ , MEI I 11E1 IMAM A5.1 Tigard, Oregon 10 �, TYP. I-- �-- @ ct_ I Q I1I__t-LI^' _ _�� I -- r ill-�, ,� Q / �t l > ►l-ill II 1 Ell ON ,--... 1...co, . A., ,, l ,fir 0 . ...... Sheet Title: i; 1 .I � 4 N g C I �' �� % Building ME DM i �►- ........ 0 , � -•� Wall w ,, , , :. ..0 A 0 ,... J o o i� Sections ri ; I T •i____i __ a► In b) iii..iiiiiii. F ! A 0 „..,, 11 En 11 , 1 I Ell IIIMICIAMMil 11 l'4---- 0 , i I mo_! 1 '/• 20 I A5.1 ■ 1:111:11 _ -' ,�- f% N 1 �. I 7-, I ' ..� 16 �' i• MI=IIII MOE i /II II,1 I ' \ ,, , 'i,,1 -� I BTM/SILL BTM/SILL MI �' TYP. �ii "� 0 1 ro \ UIII &1 -�'�� r�r lilir I- 'ig A 0 1 1 ;t 0...,10.1tIOIMONA I ill %4„_. E.•... 4 0 _� 11 Revisions: II -I,.. � � I ! II I !1 1 L <1 ,�� :�I � I I1 { It ► � � _ - •� �a - ! ICI ll . , ► i MIll il 7 1 i t-- -i , k I A . 04 i):.; J- I I ' I Allk II ,, / -1 7 _I 1 „ 0 ...u... ....... 4 't.' A5.1 1 (D rl i r 1 .)s -c.1 Mil. =. : 1 1 < A * I,\./, Y C\i) 41110 ---; , -I \ I i 1 1 1 1 I (---) T 'P. 11 1 INII1111111111 1 \ 0 44 < ' V 4i3O:0:: ll I 1 ! I I d. Vii' all ' ! ,j�l, ,�,,� . ♦ 1� _ �, �\ .... ,fit' / /<7 ••!1► - as _ t f ,//N, \ , 1 ?:4-,41 •.+� +rrw► �wr � _ / ��'`FIN. FLR. I �.•� ► - ,� -;' �. :. � FIN. FLR. ` : ° ° . �«. :.R :. -1 _l � \� ,,Ii►"�-ii` ai► _�• �► +r► `� \ FIN. FLR. _ •� 0!t ,:. �,:s 40 IMP 4110 .� \ \' .. \ N v I 4 ° ! ' ' k �li�r \ \\� � 4. ►��rrr �r .w• �r sr wr-* / � / L D b p► ) 4 ° ° Q 4! P' AP i \ \,\. - f►!!► 4 iiu i \ � N v p ° ( d 4 A +Mr ♦ 0/4,7044• r* -- / / a d4 d Arik�.�► ..., .r-, ..► ,_ • l I- r d ; ,�, , _, r ,-11;1406410110\a ° 4 d �r i", �.4 ` r.' ] �.. 7M. --{ / �\\` d �� •,... .w .. w•' # ! -\\/ / MILDREN DESIGN GROUP, P.C., 2007, ALL a� �. °�, >111►,,.5. l• d a '�;w `w � r 1, ��f�/f ,\ °• J. :Miele Oi ill 0•�► :, ., \,, / //2 RIGHTS RESERVED Q -'7 - '°'° ,�- ' \, ,�\\ ' t \'\��\\\ k\N/ THESE DRAWINGS ARE THE PROPERTY OF ( LI \. \ , rat10•10•10--, \ \ \ :,:;., 4 s \� \/�\�r/'�. MILDREN DESIGN GROUP, P.C.. AND ARE i- /� '"`. _ _ - it .:� .rr .rte}w' \ .. - - •L . 7„. '+ '�' +� \ NOT TO BE USED OR REPRODUCED IN ANY / 4 ;w ,. �# 4 �rP/ // /j' .., •, 1, Q '�! w► • :+� .�► • r//� `/ '/� MANNER EXCEPT WITH THE PRIOR WRITTEN I I \/\�\ �/\� s Jr' i.► ► ..� ° ,: �� ► ��/ /\`�'`�/�/\ IP r .► '.. a► \��%\�\.,/\\//\\,� e v ° i*i► `� �\ \`� \\ \ PERMISSION OF MILDREN DESIGN GROUP P.C. 1 \ \\/"// , /\\\\\\ �. . Pall ;• t1 t�'��► ,�• , \ ,\ \\`\ \�\,� �\ \\ \\\., Date: 13 December 2007 N /\\/\\/ ... .. - 4 ° CO ,.- \\/ \�./`�\\`\/'`�/ o p- \/%�, ° 4 ° 1� ,;, \\f, \/r'\'fir'\i`' Drawn by Checked by \ ///\/\ \�\�'\/%\/ ,/' \//\//\/\// /\//' \/%\%' c\y/W%\/\%\y/\ c /\/\f\%\%/\j\//\�/\% MRW BK WEM >i,\\ ,/r\\\r,\\ i:-.,/,\. \i,\\ if`\ r,\\\r,� ,%\\ i,\\�ir\\//>\\r.,\\��\ rx\\r\ ,% \\ ,%\\\\;\\ ,/x ./'\\\,/.\\:\/;\\,\,/,\\,/,\-, .,/>,. ,/x\ r,\\ i,\\ //\\ Job Number: 106244.03 WaIl Section (iWaII Section Wall Section Wall Section Sheet 1 3 4 A4.2 "=1,_Q" A4.2 1"=1,_0" A4.2 1"=1,_0" A4.2 1"=1'-0„ bbc-e bbc-e bbc-e bbc-e Building C Permit Set - December 2007 _ A4.2 ,. N SHIM SLOPE TO DRAIN COUNTERFLASHING WOOD OUTRIGGER 1'-10" 111 7 t; CAP FLASHING A CONT. SEALANT AT \ �� CONTINUOUS CLEAT el STANDING SEAM JOINT COPING WITH STANDING SEAM Ilk 1'—g" SINGLE CORNER SEAM 1 WITH WATER & ICE %0 - CONTINUOUSHIELD OVER METAL FLASHING PAINT P2 \ \ L. CLEAT FAR SIDE. �•- I , Ili —10 iLDRi✓N DESIGN GROUP, P.C. > � � co %1 ,,Afr ARCHITECTURE r SPACE PLANNING ,,, „ /y " » CON T. CLEAT ';; "' 0 iL 7650 S.W. Beve land, Suite 120 CON T. CLEAT --0 --w i 11116.* /� _*' nd Ore on 97223 8692 I1" �� AIR � '`� ,, -Al...,r/, FASTENERS j,-�O - Tigard, Oregon ,. ••rr -- `� r- 2'—O" x 2'—O" SUMP, SLOPE AT 1'—O" 0/C ' Voice: --24 ..�'I� / o ee. 503 4 Oo52 �■� .�_ STRUCTURAL GENERAL NOTES REQUIRED STRUCTURAL SPECIAL INSPECTIONS/TESTING CODE: STATEMENT OF SPECIAL INSPECTIONS: CONCRETE WALL REINFORCING (U.N.O. IN THE DRAWINGS) : SAWN LUMBER:(CONTINUED) INSPECTION THE STRUCTURAL DESIGN iS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE THESE STRUCTURAL GENERAL NOTES AND THE ASSOCIATED SPECIAL INSPECTION ALL WOOD FRAMING SHALL BE TREATED WHEN IN CONTACT WITH CONCRETE OR SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS 2006 INTERNATIONAL BUILDING CODE (IBC)AND THE 2007 OREGON STRUCTURAL AND TESTING TABLE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TO COMPLY WALL THICKNESS VERTICAL BARS HORIZONTAL BARS LOCATION MASONRY UNLESS AN APPROVED BARRIER IS PROVIDED. IN ADDITION, TREAT ALL REFERENCE REFERENCE Con finuousl Periodic(a) MILDREN DESIGN GROUP, P.C. SPECIALTY CODE (OSSC). WiTH THE STATEMENT OF SPECIAL INSPECTIONS REQUIREMENT OF THE 2006 IBC WOOD FRAMING EXPOSED TO SOIL, MOISTURE OR WEATHER. AT EXPOSED SOILS ARCHITECTURE is SPACE PLANNING SECTION 1705. 6" #4 @ 12"O.C. #4 @ 12"O.C. @ CL OF WALL CONDITIONS WITH TREATED WOOD, CONNECTORS SHALL BE GALVANIZED AS PER THE Site Preparation for Fills 1704.7.1 X RH Material Verification GEOTECHNICAL By the Geotechnical Engineer.Periodic Frequency-To be 7650 S.W. Beveland, Suite 120 REFERENCED STANDARDS: EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAiN WIND OR 8" #5 @ 12"O.C. #5 @ 12"O.C. @ CL OF WALL MANUFACTURER'S RECOMMENDATIONS AND SHALL TAKE INTO ACCOUNT THE • 1704.7.2 LOADS ASCE 7-05 SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A • 10" #4 @ 16"O.C. #4 @ 16"O.C. @ EACH FACE CHEMICAL TREATMENT USED IN THE WOOD. AS A MINIMUM, 16 GAGE OR THINNER Fill Placement and Compaction 1704.7.3 REPORT X determined by the Geotechnical Engineer. Tigard, Oregon 97223-8692 CONCRETE ACI 318-05 WIND/SEISMIC COMPONENT INCLUDED IN THE STATEMENT OF SPECIAL INSPECTION 12" #4 @ 12"O.C. #4 @ 12"O.C. @ EACH FACE CONNECTORS SHALL RECEIVE A G-185 ZINC COATING,AND 14 GAGE OR THICKER Lift Thickness Voice: 503-244-0552 MASONRY ACI 530-05/ACi 530.1-05 SECTIONS OF THESE GENERAL NOTES SHALL SUBMIT A WRITTEN STATEMENT OF CONNECTORS SHALL RECEIVE A POST HOT-DIP GALVANIZING OF G-185. ALL FASTENER _ FABRICATORS Fax: 503-244-0417 STEEL AISC 360-05/EDITION 13 RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO AT OPENINGS, PROVIDE A MINIMUM OF (2)#5 BARS AT ALL SIDES, AND EXTEND THESE MATERIAL USED SHALL MATCH THE MATERIAL USED iN THE CONNECTOR. AT INTERIOR Special inspections applyto the verification of detailed STEEL SEISMIC AISC 341-05 COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT.THE CONTRACTOR(S) BARS A MINIMUM OF 2'-O" PAST THE OPENING. PROVIDE (1)#5 BAR FOR SINGLE-LAYER CONDITIONS WiTH NON-TREATED WOOD, CONNECTORS SHALL BE GALVANIZED WITH A Fabricators 1704.2 x fabrication and quality control procedures,including a review WOOD AF&PA NDS-05 SHALL SUBMIT, IN WRITING, THE FOLLOWING ITEMS: REINFORCING AND (2)#5 BARS FOR DOUBLE-LAYER REINFORCING,4'-0" LONG, MINIMUM OF G-90. for completeness and adequacy relative to code requirements. • ACKNOWLEDGEMENT OF THE AWARENESS OF THE SPECIAL INSPECTION DIAGONALLY AT EACH CORNER OF ALL OPENINGS. SLAB BARS SHALL BE HOOKED INTO Frequency-Once per each Fabricator prior to start of work. CONSTRUCTION: REQUIREMENTS CONTAINED iN THE STATEMENT OF SPECIAL INSPECTIONS; WALLS, OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB REINFORCING. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY CONCRETE THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH • ACKNOWLEDGE THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE PROVIDE (2)#4,4'-0"LONG BARS DIAGONALLY AT EACH RE-ENTRANT CORNER iN SIMPSON COMPANY(OR APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON 1704.4 Special inspection applies to verification of proper use of bar THE OTHER PROJECT DRAWINGS, SUCH AS ARCHITECTURAL AND MECHANICAL. THE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; SLABS. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL THE DRAWINGS. HANGERS NOT SHOWN SHALL BE SIMPSON HU OR SIZE 1907.5 positioners,bar sizes,quantities,spacing,hooks,and finish CONTRACTOR SHALL COORDINATE ALL DRAWINGS IN THEIR WORK,AND INFORM THE • PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S REINFORCING SIZE AND SPACING. PROVIDE HORIZONTAL CORNER BARS TO MATCH RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS AND Reinforcing Steel Placement ACI 318 1.3.2.0 X clear cover requirements,specified in the design documents. NE OF ANY DISCREPANCIES. REFER TO THE PROJECT SPECIFICATIONS FOR ORGANIZATION, THE METHOD AND FREQUENCY OR REPORTING AND THE ALL HORIZONTAL REINFORCING AND EXTEND THESE BARS 2'-0"PAST EACH CORNER. SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS (BOX NAILS SHALL 1914.4 ACI 318 7.5 Verify o type of wall elevation, ( 1914.4 Frequency-Veri minimum of 50/o each ADDITIONAL INFORMATION. THE NOTES CONTAINED IN THE PROJECT DRAWINGS AND DISTRIBUTION OF REPORTS;AND NOT BE USED). NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1. slab,footing,beam,or column type. AAI of han associates,inc. 1704.3.1 ACI 318 3.5.2 g ' DETAILS TAKE PRECEDENCE OVER THESE GENERAL NOTES. • IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONCRETE ACCESSORIES: CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO THE IBC. Welding Reinforcing Steel 1903.5.2 AWS D1.4 SECTION 7 Refer to Steel Special Inspections for detailed welding requirements. CONTROL AND THEIR POSITION(S)WITHIN THE CONTRACTORS ORGANIZATION. DEFORMED BAR ANCHORS (DBA)SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS (b)Special Inspection shall be continuous if allowable E N G I N E E R I N G THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING AND DBA SHALL BE AUTOMATICALLY END-WELDED WITH THE MANUFACTURER'S WOOD SHEATHING: 1704.4 stresses have been increased per 1912.5.Locations as �75swGriffith r i ,, OR 97 CONSTRUCTION AND FOR PROJECT SAFETY(AS PER'OSHA'OR OTHER STANDARDS). STATEMENT OF SPECIAL INSPECTIONS -SEISMIC REQUIREMENTS: STANDARD EQUIPMENT IN ACCORDANCE WiTH THEIR RECOMMENDATIONS. SHEATHING PANELS SHALL CONFORM TO THE REQUIREMENTS OF"U.S. PRODUCT Placement of Cast-in-Place Anchor Bolts ACi 318 1.3.2.0 X(b) X p 503.620.3030 tel.1503.620.5539 fax{www.aaieng.com THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR THE 1. PRIMARY SEISMIC FORCE RESISTING SYSTEMS REQUIRING INSPECTION FOR EXPANSION BOLTS SHALL BE HILTI KWIK BOLT-TZ OR APPROVED WiTH EQUIVALENT STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD"OR APA PRP-108 1912.5 indicated in the design documents.Periodic Frequency- Project No.Ao6223.11 Minimum 50%each type of anchor bolt. COMPLETED CONFIGURATION ONLY AND NOT FOR THE VARIOUS STRUCTURAL THIS PROJECT ARE: ICC-ES ALLOWABLE TENSION AND SHEAR VALUES. PERFORMANCE STANDARDS. UNLESS NOTED, PANELS SHALL BE APA RATED 1704.4 Special Inspection applies to comparison of supplier-provided ACI 318 1.3.2.A CONFIGURATIONS POSSIBLE DUE TO THE CONTRACTOR'S SELECTED SEQUENCE,AS • LIGHT FRAME SHEAR WALLS SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN ON THE 1904 Mix Designs to Design Document requirements.Frequency- Verification of Required Mix Design(s) AC1318 CHAPTER 4 X WELL AS MEANS AND METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL 2. OTHER DESIGNATED SEISMIC SYSTEMS INCLUDE: PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED, DRAWINGS. 1905.2-4 Verifymixdesign for each different type prior to placing PROVIDE BRACING, SHORING, ETC. TO TEMPORARILY SUPPORT THE STRUCTURE. IN • HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS AND THE G-90 GALVANIZED AFTER FABRICATION, UNLESS OTHERWISE NOTED. NO LOADS OR 1914.2 ACI 318 5.2-5.4 concrete. 409311ZZttp ADDITION, THE CONTRACTOR SHALL PROVIDE A CONSTRUCTION SEQUENCE WHICH ANCHORAGE FOR THIS DUCTWORK WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 SHEATHING INSTALLATION SHALL BE IN CONFORMANCE WITH APA 1704.4 ACI 318 1.3.2.D Special Inspection applies to verification of proper application Concrete Placement 1905.9-10 ACi 318 5.9-5.10 X technique. �'�D PR�FE` LIMITS DEFLECTION, TEMPERATURE AND SHRINKAGE EFFECTS TO AN ACCEPTABLE • PIPING SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, DAYS AFTER CASTING. RECOMMENDATIONS. ALLOW 1/8"SPACING AT PANEL ENDS AND EDGES, UNLESS '`�, LEVEL TO THE OWNER. COMBUSTIBLE OR HIGHLY TOXIC MATERIALS. OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. Concrete Strength ACI Chapter 5 �G N F� / • ANCHORAGE OF ELECTRICAL EQUIPMENT USED FOR EMERGENCY OR EPDXY ADHESIVE: ASTM 039 9 THE CONTRACTOR SHALL COORDINATE CODE-REQUIRED SEISMIC RESTRAINT FOR STANDBY POWER PROVIDE HILTi HIT HY-150 (OR EQUAL). EMBEDMENT REQUIREMENT AND CAPACITIES ALL ROOF SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO Concrete Slump ASTM C143 4r-rOrj Op- MECHANICAL AND ELECTRICAL EQUIPMENT, PIPING, DUCTS AND OTHER M.E.P. ITEMS. • EXTERIOR WALLS AND THEIR ANCHORAGE TO THE HORIZONTAL DIAPHRAGMS ARE BASED ON THE ICC-EC REPORT, AND ALL SUBSTITUTIONS SHALL MEET THESE SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. ROOF SHEATHING SHALL - � "SMACNA" 1704.4 Frequency-Each 150 cubic yards,nor less than 5000 SF of •REGON ti THIS BRACING MAY CONFORM TO SMACNA OR ANY CODE-COMPLIANT STANDARD. • SUSPENDED CEILING SYSTEMS AND THEIR ANCHORAGE VALUES. EPDXIED RODS AND BARS SHALL BE INSTALLED IN ACCORDANCE WITH THE EITHER BE BLOCKED, TONGUE-AND-GROOVE, OR HAVE EDGES SUPPORTED BY X ALTERNATIVELY,THE BRACING MAY BE ENGINEERED BY OTHERS. •ELECTRICAL EQUIPMENT MANUFACTURER'S GUIDELINES. SPECIAL INSPECTION IS REQUIRED. EXPOSED PLYCLIPS. SHEAR WALL SHEATHING SHALL BE BLOCKED WITH 2X FRAMING AT ALL Concrete Air Content 1905.6 ASTM C231 Slab or Wall placed each day. �j�'4kyg•ZO4C? 3. SPECIAL INSPECTION AND TESTING FOR THESE DESIGNATED SEISMIC SYSTEMS ANCHORS SHALL BE STAINLESS STEEL. PANEL EDGES UNLESS NOTED OTHERWISE IN THE DRAWINGS. NAILING NOT SHOWN c� `Ny A. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. AND COMPONENTS SHALL BE PROVIDED IN ACCORDANCE WITH THE 2006 IBC SHALL BE AS INDICATED ON IBC TABLE 2304.9.1. ALL NAILS SHALL BE COMMON NAILS; THE CONTRACTOR SHALL NOTIFY THE NE OF ANY DISCREPANCIES FROM CONDITIONS SECTIONS 1704, 1707 AND 1708. REINFORCED UNiT MASONRY: HOWEVER, USE RING SHANK FOR ROOF SHEATHING. Concrete Temperature ASTM C1064 EXPIRES: 6/30/08 SHOWN ON THE DRAWINGS, IN ORDER FOR THE A/E TO DETERMINE WHICH SHALL 4.TYPE AND FREQUENCY OF SPECIAL INSPECTION/TESTING-REFER TO THE CONCRETE MASONRY UNIT ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE ' 1905.11 GOVERN. SHOULD ANY DISCREPANCIES BE FOUND IN THE CONTRACT DOCUMENTS, IT ATTACHED TABLES. STRENGTH OF 1,500 PSI. MASONRY STRENGTH SHALL BE VERIFIED BY PRISM TESTING GLUE LAMINATED MEMBERS: Verification of Curing Temperature and 1905.12 - Special inspections applyto visual verification of conformance ACI 318:5.11 5.13 X WiLL BE ASSUMED THAT THE CONTRACTOR HAS INCLUDED THE HIGHEST PRICE 5. REQUIRED STRUCTURAL OBSERVATIONS-REFER TO THE STRUCTURAL BEFORE AND DURING CONSTRUCTION. CONCRETE UNITS SHALL COMPLY WITH ASTM GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH U.S. Techniques 1905.13 to specified curing conditions.Frequency-Once daily ALTERNATIVE FOR COMPLETING THE WORK, UNLESS THE DISCREPANCY WAS POINTED OBSERVATION SECTION OF THESE NOTES. C90, GRADE N-1, MEDIUM WEIGHT,AND SHALL HAVE A MINIMUM COMPRESSIVE PRODUCT STANDARD PS 56, "STRUCTURAL GLUED LAMINATED TIMBER"AND AMERICAN 1914.9 OUT PRIOR TO THE BID, iN ORDER FOR THE A/E TO DETERMINE WHICH GOVERNS. STRENGTH OF 2,000 PSI. LINEAR SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. INSTITUTE OF TIMBER CONSTRUCTION,AITC 117. EACH MEMBER SHALL BEAR AN AITC MASONRY CONFLICTS IN THE CONSTRUCTION DRAWINGS WILL NOT BE A BASIS FOR AN STATEMENT OF SPECIAL INSPECTIONS-WIND REQUIREMENTS: MASONRY WALLS SHALL BE REINFORCED AS DEFINED BELOW, UNLESS NOTED OR APA-EWS IDENTIFICATION MARK AND BE ACCOMPANIED BY A CERTIFICATE OF VERIFICATION OF SiTE-PROPORTIONED AC1530 1.14.x x ADJUSTMENT IN THE PROJECT PRICE. 1. PRIMARY WIND FORCE RESISTING SYSTEMS REQUIRING INSPECTION FOR THIS OTHERWISE IN THE DRAWINGS: CONFORMANCE. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER MORTAR AND GROUT ACI 530.1 2.6A PROJECT ARE: TRIMMING IN EITHER SHOP OR FIELD. BEAMS SHALL BE VISUALLY GRADED WESTERN OBSERVATION OF REQUIRED PRISM ACi 5301.14x x FIELD-MODIFIED OR FIELD-ENGINEERED DETAILS SHALL BE DESIGNED AND STAMPED • LIGHT FRAME SHEAR WALLS MORTAR: SPECIES INDUSTRIAL GRADE AND OF THE STRENGTH INDICATED BELOW: PREPARATION ACI 530.1 1.4 BY A LICENSED STRUCTURAL ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL 2. OTHER DESIGNATED WIND COMPONENTS INCLUDE: MORTAR SHALL BE TYPE 5, WiTH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF PLACEMENT OF MASONRY UNITS AND ACI 530 1.14.x MORTAR JOINT CONSTRUCTION ACI 530.1 3.3B X PRIOR TO START OF THE WORK. ALL WORK DESIGNED BY OTHERS SHALL BE BY A • ROOF CLADDING AND ROOF FRAMING CONNECTIONS 1,800 PSi AND SHALL CONFORM TO IBC SECTION 2103. COMBINATION VERIFICATION OF SIZE AND LOCATION OF ACI 530 1.14.x ' STRUCTURAL ENGINEER LICENSED iN THE STATE IN WHiCH THE PROJECT iS LOCATED. • WALL CONNECTIONS TO ROOF AND FLOOR DIAPHRAGMS AND FRAMING SYMBOL SPECIES USE STRUCTURAL ELEMENTS ACI 530.1 3.3G X • ROOF AND FLOOR DIAPHRAGM SYSTEMS, INCLUDING COLLECTORS, DRAG MASONRY GROUT: ACI 530 1.14.x GEOTECHNICAL CRITERIA: STRUTS AND BOUNDARY ELEMENTS GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS 24F-V4 DF/DF (SIMPLE SPAN) TYPE,GRADE,AND SIZE OF ACI 530 1.2.2.E THE FOUNDATION DESIGN IS BASED ON INFORMATION SHOWN IN THE PROJECT • VERTICAL WINDFORCE-RESISTING SYSTEMS LISTED IN ITEM NO.1. AND SHALL CONFORM TO IBC SECTION 2103. FINE GROUT SHALL BE USED EXCEPT 24F-V8 DF/DF (CONTINUOUS OR CANTILEVERED) REINFORCING STEEL ACI 530.1 2.4 X GEOTECHNICAL REPORT BY RAPID SOiL SOLUTIONS, DATED JULY 10, 2007, THE • WINDFORCE RESISTING SYSTEM CONNECTIONS TO THE FOUNDATION. WHERE PERMITTED BY ACI 530. ALL CELLS CONTAINING VERTICAL BARS AND ALL 1704'5'1 ACI 530.1 3.4 1704.5.2 i CONTRACTOR SHALL BE THOROUGHLY FAMILIAR WITH THE SITE GEOLOGY AND FABRICATION AND INSTALLATION OF SYSTEMS OR COMPONENTS REQUIRED BOND BEAMS SHALL BE FILLED WiTH GROUT. GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON EG. COLUMNS SHALL BE VISUALLY ACI 5301.14.x SUBGRADE RECOMMENDATIONS AS DISCUSSED IN THE GEOTECHNICAL REPORT. TO MEET THE IMPACT RESISTANCE REQUIREMENTS OF SECTION 1609.1.2 GRADED WESTERN SPECIES INDUSTRIAL GRADE WITH COMBINATION SYMBOL 3. REINFORCING STEEL AND CONNECTOR 1704.5.3 PLACEMENT ACI 530.1 3.4 X PROPER SUBGRADE AND BACKFILL WORK AT SLABS AND WALLS SHALL BE 3. SPECIAL INSPECTION AND TESTING FOR THESE DESIGNATED WiND SYSTEMS MASONRY REINFORCING STEEL: ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. ACI 530.1 3.6A CONDUCTED IN ORDER TO MINIMIZE SETTLEMENT, CRACKING, EARTH PRESSURE AND AND COMPONENTS SHALL BE PROVIDED IN ACCORDANCE WiTH THE 2006 iBC REINFORCING SHALL CONFORM TO iBC SECTION 2103 AND ACI 530. DEFORMED BARS ACi 530 1.14.x COLD/HOT WEATHER MASONRY ACI 530.1 1.80 X WATER INFILTRATION AT THE STRUCTURE. THE CONTRACTOR SHALL COORDINATE SECTION 1704. SHALL BE GRADE 60, AND SHALL BE SECURELY PLACED BY REBAR POSITIONERS. PREMANUFACTURED WOOD JOISTS: PROTECTION ACI 530.1 1.8D ALL TEMPORARY SITE-RELATED ISSUES WITH THE GEOTECH FOR REVIEW AND 4. TYPE AND FREQUENCY OF SPECIAL INSPECTION/TESTING -REFER TO THE UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE AND TYPE SHOWN ON THE VERIFYING USE OF REQUIRED GROUT APPROVAL. WHERE REQUIRED, BOTTOM OF FOOTING SHALL STEP AT A RATIO OF 2:1 ATTACHED TABLES. SHALL BE AS FOLLOWS: DRAWINGS, MANUFACTURED BY THE TRUS-JOIST CORPORATION, OR BE AN APPROVED MIX DESIGN ACI 530 1.14.x X (HORIZ:VERT)WiTH A MAXIMUM STEP OF 2'-0". 5. REQUIRED STRUCTURAL OBSERVATIONS-REFER TO THE STRUCTURAL EQUAL. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S Owner: VERIFYING GROUT SPACE IS CLEAN ACI 530 1.14.x OBSERVATION SECTION OF THESE NOTES. MASONRY WALL REINFORCING (RUNNING BOND LAYUP): RECOMMENDATIONS. JOISTS AND BRIDGING SHALL BE CAPABLE OF RESISTING THE PRiOR TO GROUTING ACI 530.1 3.2D X(b) X (b) GEOTECHNICAL DESIGN CRITERIA INDICATED IN THE GEOTECHNICAL REPORT: WIND UPLIFT NOTED ON THE DRAWINGS. THE JOIST MANUFACTURER SHALL VISIT JOB ACI 530 1.14.x Cedar Hills STRUCTURAL OBSERVATION: WALL THICKNESS VERTICAL BARS BOND BEAM HOR. BARS SITE AS REQUIRED AND VERIFY THE PROPER INSTALLATION OF JOISTS iN WRITING TO GROUT PLACEMENT ACI 530.1 3.5 X ALLOWABLE SOIL-BEARING CAPACITY=2000 PSF(GRAVITY LOADS) 1. STRUCTURAL OBSERVATION CONFORMING TO THE 2006 IBC SECTION 1709 WiLL THE ENGINEER. PREMANUFACTURED WOOD JOIST ALTERNATES WILL BE MANUFACTURER'S CERTIFIED COMPLIANCE REPORTS ALLOWABLE SOIL-BEARING CAPACITY=4000 PSF (GRAVITY+ LATERAL LOADS) BE PERFORMED BY AAI ENGINEERING, IN ORDER TO REVIEW THE 4" #4 @ 48"O.C. #4 @ 48"O.C. CONSIDERED, PROVIDED THE ALTERNATE iS COMPATIBLE WITH THE LOAD CAPACITY, MATERIAL CERTIFICATES OF FOR MASONRY UNITS,MORTAR AND GROUT MATERIALS, Development 1708.1 x FROST DEPTH = 16" CONTRACTOR'S WORK FOR GENERAL CONFORMANCE WITH THE DESIGN 6" #5 @ 40"O.C. #5 @ 48"O.C. DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE PROJECT,AND IS ICC-EC COMPLIANCE REINFORCEMENT,ANCHORS,TIES,AND METAL PASSIVE SOIL RESISTANCE =200 PCF DOCUMENTS. 8" #5 @ 32"O.C. (2)#4 @ 48"O.C. APPROVED. ACCESSORIES COEFFICIENT OF FRICTIONAL RESISTANCE =0.35 2. THE CONTRACTOR SHALL PROVIDE AAI ENGINEERING WITH A MINIMUM OF 3 10" #6 @ 40"O.C. (2)#5 @ 48"O.C. UNIT STRENGTH 2105.2.2.1.2 ASTM C140 SUBMITTAL FOR(6) BRACED RETAINING WALL=50 PCF DAYS NOTICE TO PROPERLY SCHEDULE THE OBSERVATION VISIT. 12" #6 @ 32"O.C. (2)#5 @ 48"O.C. GROUT STRENGTH 2105.2.2.1.2 ASTM 01019 SUBMITTAL FOR EACH . CANTILEVER RETAINING WALL=35 PCF 3. IF ADDITIONAL ENGINEERING TIME iS REQUIRED DUE TO INCOMPLETE OR VERIFICATION TESTING OF MATERIALS IF MODULUS OF SUBGRADE REACTION = 125 PCi UNACCEPTABLE WORK BY THE CONTRACTOR, AAI ENGINEERING SHALL BE REINFORCED BOND BEAMS SHALL BE PROVIDED AT ALL FLOOR AND ROOF LINES AND CERTIFICATES OF COMPLIANCE ARE NOT 1708.1 (a) REIMBURSED FOR ALL ASSOCIATED COSTS. AT THE TOP OF WALLS. PROVIDE A BOND BEAM ABOVE AND BELOW ALL OPENINGS AVAILABLE 915 NW Torre view Lane (3)PRISMS PRiOR TO Torrey view LOADING CRITERIA: STRUCTURAL OBSERVATION FOR THIS PROJECT WILL OCCUR AT THE AND EXTEND THESE BARS 2'-0"PAST THE OPENING AT EACH SIDE. PROVIDE ONE BAR, PRISM 2105.2.2.2 ASTM CONSTRUCTION AND PARTIALLY GROUTED WALLS REQUiREASETOFTESTS Portland, Oregon 97229 THE STRUCTURAL DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA FOLLOWING STAGES: MATCHING VERTICAL BAR SiZE, FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF TENSION LAP SCHEDULE (3)PRISMS FOR EACH FOR BOTH THE GROUTEDAND UNGROUTED CONDITIONS OF THE INTERNATIONAL BUILDING CODE. IN ADDITION TO THE DEAD LOAD OF THE • PRIOR TO PLACEMENT OF CONCRETE IN FOUNDATION AND FOOTINGS OPENINGS, WALL ENDS AND INTERSECTIONS. DOWELS TO MASONRY WALLS SHALL BE STRUCTURE,THE FOLLOWING LOADS WERE USED FOR DESIGN: • DURING THE INSTALLATION OF ROOF NAILING AND STRAPPING EMBEDDED A MINIMUM OF 1'-6"OR HOOKED INTO THE SUPPORTING STRUCTURE AND F'c = 3000 PSI TENSION LAP SPLICE LENGTHS (INCHES) - TOP BARS 2 STEEL • DURING INSTALLATION OF SHEAR WALL SHEATHING AND HOLDOWNS BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE CORNER BARS BAR COVER(INCHES) 3/4 .. 1 1/2 3 Shop Fabrication of Structural Elements 1704.2 X Refer to Inspection of Fabricator Requirements GRAVITY: • FOR FINAL COMPLIANCE WALK-THROUGH TO MATCH THE HORIZONTAL WALL REINFORCING AT WALL INTERSECTIONS. LAP ALL BAR SPACING(INCHES) 2 1/2 4 > =6 2 1/2 4 > =6 2 1/2 4 > =6 1704.3 ASTM A6,568 , BARS AT SPLICES 48 DIAMETERS, WiTH A MINIMUM LAP OF 18"U.N.O. - 4 Material Verification of Structural Steel 1708.4 AISC ASD A3.1a X Manufacturers Certified Mill Test Rports.Frequency-Each type ROOF 25 PSF SNOW(PLUS SNOW DRIFT ON PLANS) #4 29 29 29 29 29 29 29 29 29 2203.1 AISC LRFD A3.1 a of structural steel MISCELLANEOUS SEE PLAN FOR LOADING AND LOCATIONS CONCRETE: STRUCTURAL STEEL: #5 36 36 36 36 36 36 36 36 36 Material Verification o#High-Strength bolts 1704.3.3 RISC ASD A3.4 x Manufacturer's Certified Test Reports.Frequency-Each type CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE 2006 INTERNATIONAL WIDE FLANGED BEAM AND COLUMN SHAPES AND SECTIONS SHALL BE DESIGNED AND AISG LRFD A3.3 High-Strength Bolt BUILDING CODE AND ACI 318-05. CONCRETE STRENGTHS SHALL BE VERIFIED BY FABRICATED WiTH ASTM A992 OR A572, GRADE 50 MATERIAL. CHANNELS,ANGLES AND Material verification of Anchor Bolts and RISC ASD A3.5 Manufacturer's Certified Mill Test Rports.Frequency-Each type Project: #6 43 43 43 43 43 43 43 43 43 Threaded Rods. 1704.3 AISC LRFD A3.4 X of structural steel LATERAL: STANDARD 28-DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS: PLATES SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE. ALL PLATES THAT ARE PART OF THE LATERAL RESISTING SYSTEM SHALL BE ASTM A572, GRADE 50 #7 69 69 69 66 63 63 66 63 63 Material verification of weld filler metals X Manufacturer's Certified Mill Test Rports.Frequency-Each type Pac if Ic SEISMIC CRITERIA: MAX. WATER-CEMENTITIOUS MATERIAL RATIO MATERIAL. SQUARE AND RECTANGULAR TUBE STEEL HSS SECTIONS SHALL BE ASTM _ of structural steel #8 86 72 72 86 72 72 Verification of proper WPS'S X Copy of welding procedure specifications.Frequency-Each A500, GRADE B (Fy=46 ksi) MATERIAL. ROUND PIPE SECTIONS SHALL BE ASTM A53, type C SITE CLASS= D fc(PSI) NON AIR-ENTRAINED AIR-ENTRAINED USE GRADE B (Fy=35 ksi)MATERIAL. #9 - - - 109 81 81 109 81 81 Verification of Welder qualifications AISC ASD A3.6 X ____Copy of welder qualification cards.Frequency-Each Welder. Crossroads OCCUPANCY CATEGORY= II Complete and Partial Penetration Groove 1704.3.1 AISC LRFD A3.5 SEISMIC DESIGN CATEGORY=D 3,000 .54 .46 FOOTINGS AND GENERAL DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC welds AWS D1.1 SECTION 6 X All welds visually inspected per AWS D1.1.6.9.Ultrasonic,or SEISMIC IMPORTANCE FACTOR= 1.00 SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL Multi-Pass Fillet Welds X other approved testis required for CJP and PJP welds per Corporate - AWS.Periodic Frequency- roximatel Once Daily,each Ss=0.95g Si =0.34g SDS=0.71g Sol =0.39g 3,500 .50 .40 SLAB-ON-GRADE STEEL FOR BUILDINGS", WITH COMMENTARY AND THE "CODE OF STANDARD , 1 2 Single-Pass Fillet Welds>5/16" X �p y y' SEISMIC RESISTING SYSTEM: SCBF (R=6'/2", 0=4) PRACTICE". ALL EXPOSED STEEL SHALL CONFORM TO THE AISC GUIDELINES FOR F C = 4000 PSI TENSION LAP SPLICE LENGTHS (INCHES) - TOP BARS, Single-Pass FilletWelds<5/16" - X Welder. Center RELIABILITY FACTOR= 1.00 15% HIGHER W/C RATIOS THAN SHOWN ABOVE MAY BE USED FOR NON-SLAB AESS(ARCHITECTURALLY EXPOSED STRUCTURAL STEEL). ALL STEEL SHALL HAVE BAR COVER(INCHES) 3/4 1 1/2 3 Welds visually inspected perAWS D1.3.7.1 Frequency-Each ANALYSIS METHOD= EQUIVALENT METHOD ELEMENTS PROVIDED THAT THE REQUIRED COMPRESSIVE STRENGTH IS ACHIEVED. ONE COAT OF SHOP PRIMER. DO NOT PAINT AREAS TO BE FIRE-PROOFED OR WITHIN 1200 SF decking installed,minimum Once Daily.Verify ADDITIONAL CEMENTING MATERIALS, SUCH AS FLYASH, SLAG AND SILICA FUME, MAY 3"OF BOLTS, WELDS OR HEADED STUDS. BAR SPACING (INCHES) 2 1/2 4 =6 2 1/2 4 =6 2 1/2 4 =6 Roof Deck Welds AWS D1.3 SECTION 7 X perpendicular to supports, SW Pfaffle St. 1704.3.1 pports,sidelap connections,drag strut WIND CRITERIA: BE USED TO REPLACE UP TO 20%OF THE CEMENT CONTENT, PROVIDED THAT THE MIX #4 25 25 25 25 25 25 25 25 25 connections,and boundary elements. Tigard, Oregon STRENGTH IS SUBSTANTIATED BY TEST DATA. A WATER-REDUCING ADMIXTURE BOLTS SHALL BE HiGH STRENGTH BOLTS, A325 AND/OR A490, CONFORMING TO ASTM Welding Stair and Railing systems AWS D1.1 SECTION 6 X Welds visually inspected perAWS D1.1 6.9.Frequency-Once BASIC WIND SPEED=80 MPH (1998 OSSC) CONFORMING TO ASTM C494, USED IN ACCORDANCE WITH THE MANUFACTURERS' SPECIFICATIONS. ALL BOLTED CONNECTIONS SHALL BE DESIGNED AND #5 31 31 31 31 31 31 31 31 31 Daily,approximately nspe ions a 0°!o completed installations. WIND IMPORTANCE FACTOR= 1.00 RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. CONSTRUCTED WITH TWIST-OFF TYPE, ASTM F1852(ASTM A325TC OR ASTM 490TC) Special Inspections applyto decking depth and gage, EXPOSURE=B ( ) #6 37 37 37 37 37 37 37 37 37 minimum span layup,powder actuated fasteners,screws, CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER BOLTS PER RCSC SPECIFICATIONS. ALL BOLTED CONNECTIONS THAT ARE PART OF 1703.4.2 SHALL CONTAIN A 5% ±1 /o(BY VOLUME)AIR-ENTRAINING AGENT, CONFORMING TO THE LATERAL RESISTING SYSTEM SHALL BE CONSTRUCTED WITH FULLY TENSIONED, #7 60 60 60 57 54 54 57 54 Installation of Roof Decking ICC REPORT X proprietary side seam attachments and button punches. 0 1% 1704.13.3 Frequency-Each 1200 SF decking installed,minimum Once SHOP DRAWINGS: ASTM C260. ASTM A325SC OR A490SC, BOLTS. ALL FAYING SURFACES SHALL BE PREPARED AS ' #8 _ - 74 62 62 74 62 62 Daily. SHOP DRAWINGS SHALL BE SUBMITTED TO THE A/E PRIOR TO FABRICATION AND REQUIRED TO MEET CLASS A OR BETTER SLIP-CRITICAL JOINT. ANCHOR BOLTS SHALL RCSC Connections to be Visually Inspected.Frequency-Once Daily, CONSTRUCTION REGARDING FOR THE FOLLOWING ITEMS: THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA BE DESIGNED AND CONSTRUCTED WiTH F1554, GRADE 36 MATERIAL UNLESS NOTED - - _ Snug-tight High-Strength bolting SPECIFICATION FOR X approximately 50%completed installations. AS REQUIRED,A MINIMUM OF 14 DAYS PRIOR TO PLACING CONCRETE. THIS MIX OTHERWISE. ANCHOR RODS FOR POST-INSTALLED EPDXY AND EXPANSION ANCHOR #9 94 70 70 94 70 70 g _ gth boltin usin STRUCTURAL JOINTS Pretensioned Hi h Stren 9 g 1704.3.3.2 Connections to be visually inspected.All bolts shall be Sheet Title: • CONCRETE MIX DESIGN DESIGN SHALL DEFINE THE DURABILITY ASPECTS OF THE CONCRETE,TAKING INTO BOLT APPLICATIONS SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE. turn-of-the-nut with Matchmarking,Direct USINGASTMA325 OR NOTES: Tension Indicator Method or Twist-Off Type A490 BOLTS X inspected after snugging and pretensioning.Frequency- • CONCRETE AND MASONRY REINFORCEMENT(W/MILL TEST REPORTS) ACCOUNT ABRASION RESISTANCE, FREEZE-THAW RESISTANCE AND PERMEABILITY. 1. "TOP BARS"ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12"OF CONCRETE Appro�amately 50%High-Strength bolts installed each day. Structural • STRUCTURAL STEEL (W/MILL TEST REPORTS) UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE DESIGNED FOR MODERATE WELDING SHALL BE CONDUCTED BY CERTIFIED WELDERS AND SHALL CONFORM TO CAST BELOW THE BARS. Tension Control Method SECTION 9 • GLULAMS EXPOSURE. CONCRETE USED IN ELEVATED SLABS SHALL HAVE A MAXIMUM THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS "TOP RCSC EACH COMBINATION 2. FOR BARS OTHER THAN TOP BARS DIVIDE DEVELOPMENT LENGTH SPECIFIED IN OF DIAMETER, linformat 1Orl • PREMANUFACTURED WOOD JOISTS SHRINKAGE OF 0.040%AT 28 DAYS PER ASTM C157. CONCRETE SLUMP(AT POINT OF SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16"MINIMUM UNLESS SPECIFICATION FOR ( TABLE BY 1.3. PRE-INSTALLATION VERIFICATION OF 1704.3.3.1 STRUCTURAL JOINTS LENGTH,GRADE,AND • STEEL DECK PLACEMENT)SHALL NOT EXCEED 5" UNLESS CLEARLY SHOWN BY SUPPLIER THAT MIX OTHERWISE NOTED. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A 3. INTERPOLATE FOR SPLICE LENGTHS AS NECESSARY. PRETENSIONED HIGH STRENGTH BOLTS USING ASTM A325 OR • MISCELLANEOUS STEEL ITEMS INCLUDING EMBEDS WiLL MEET OR EXCEED ALL PREVIOUSLY STATED CRITERIA. WELDED PROCEDURE SPECIFICATION (WPS)AS PER AWS D1.1 , D1.3 AND D1.4. ONLY 4. TENSION LAP SPLICES ARE BASED ON CLASS B. FOR CLASS A, DIVIDE BY 1.3. A490 BOLTS LOT TO BE USED IN PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED. UNLESS NOTED OTHERWISE IN DRAWINGS,ASSUME ALL SPLICES AS CLASS B. SECTION 7 THE WORK SHOP DRAWINGS SHALL BE SUBMITTED IN A TIMELY FASHION TO THE A/E FOR SLEEVES,OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE 5. iF SPLICE DIMENSION IS INDICATED IN DRAWINGS, PROVIDE LARGER SPLICE LENGTH. POST INSTALLED CONCRETE ANCHORS APPROVAL, ALLOWING 14 DAYS FOR REVIEW AND COORDINATION. IF THE SHOP STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER ALL WELDS USED iN THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH A 6. LAP SPLICE TABLES ARE BASED ON ACI 318-02, SECTIONS 12.2.2, 12.2.3& 12.14.2. DRAWINGS REVISE THE DESIGN AS SHOWN IN THE STRUCTURAL DRAWINGS,THEN THE BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN FILLER MATERIAL WITH A MINIMUM CVN TOUGHNESS OF 20'#AT-20°F,AS DETERMINED 7. VALUES SHOWN IN TABLE MAY BE LOWERED WiTH K TRiF TRANSVERSE REINFORCEMENT 1703.4.2 ICC EVALUATION hole preparation Inspections applyto anchor product/type,expiration rati dimensions, Installation of Concrete Anchors X hole preparation and condition,adhesive expiration dates, REVISIONS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. ALL COMPLETE EXISTS PER 12.2.3. 1704.13.3 REPORT installation procrocedures,embedment,tightening torque,etc. ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL. NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4" PENETRATION GROOVE WELDS NOT USED IN THE SEISMIC FORCE RESISTING SYSTEM _ CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. WHERE SHALL BE MADE WITH A FILLER MATERIAL WITH A MINIMUM CVN TOUGHNESS OF 20'# `SHEET INDEX-----1 WOOD DEFERRED SUBMITTALS: NEW CONCRETE IS PLACED DIRECTLY AGAINST EXISTING CONCRETE, THE EXISTING AT 40°F. ' [S1.0 ! 1704.1 Special inspections applyto the'verification of detailed DEFERRED SUBMITTALS ARE ITEMS DESIGNED BY OTHERS. SUBMITTALS SHALL CONCRETE SURFACE SHALL BE ROUGHENED TO APPROXIMATELY AT 1/4"AMPLITUDE Structural Information.�.,....,.�..��,�.._..�.__..-...,�,....,�,,,. .� „�, ' Fabrication of Prefabricated Structural fabrication and quality control procedures,including a review INCLUDE SHOP DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF AND RECEIVE AN EPDXY BONDING AGENT(PER THE MANUFACTURER'S STEEL DECK: S2.1 Bui{ding CStructural Plans Elements 1704.2 X for completeness and adequacy relative to code requirements. ITEMS,AND THEY SHALL BE STAMPED BY A LICENSED STRUCTURAL ENGINEER AND RECOMMENDATIONS) PRiOR TO CASTING OF THE NEW CONCRETE. STEEL ROOF DECK SHALL BE 1-1/2"TYPE B. STEEL DECK SHALL CONFORM TO ASTM S4.1 Foundation Details 1704.6 Frequency-Once per each Fabricator prior to start of work. SUBMITTED TO THE NE FOR APPROVAL. SUBMITTALS SHALL BE MADE TO THE A/E FOR A446, GRADE A. THE GALVANIZED COATING SHALL CONFORM TO ASTM A525 FOR G60, lw _. ;r -_„ . - I S5.1 =Sttvctural Details_ Special inspections applyto verification of APA panel rating, APPROVAL A MINIMUM OF 14 DAYS PRIOR TO FABRICATION. DESIGN-BUILD ITEMS CONCRETE REINFORCING STEEL: AND G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PROVIDE A 2"DECK LAP S5.21 S Structural Details Material Verification of Structural Panels X grade and thickness.Frequency-Each Type. SHALL BE DESIGNED FOR ALL CODE-DEFINED LOADS PLUS INDUSTRY STANDARD REINFORCING STEEL SHALL CONFORM TO ASTM A615, INCLUDING S1, GRADE 60, FOR AT ALL SIDE AND END JOINTS. ,._r . .,.....z.. w _w.' Special inspections applyto verification of grade/thickness of Verification of Horizontal Diaphragms and LOADS, INCLUDING GRAVITY, WIND AND SEISMIC LOADS. CALCULATIONS SHALL DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC WWF , UNLESS Shearwalls with Edge Nailing <4" 1704.6.1 X sheathing,fastener INCLUDE REVIEW OF LOCAL STRESSES ON STRUCTURAL ELEMENTS DUE TO THE OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM MINIMUM DECK GAGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN, UNSHORED 1707.3 spacing and edge distances. cy.-of fastener Lines, Revisions: Verification of Framing SELECTED CONNECTION METHOD. ADDITIONALLY, CALCULATIONS AND DRAWINGS A706. MILL CERTS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF CONDITIONS, AND MINIMUM PROPERTIES AS FOLLOWS: g Size at Horizontal SHALL CLEARLY INDICATE THE LOADS IMPOSED UPON THE STRUCTURAL SUPPORT THE REINFORCING. HOOKS TO BE STANDARD ACI LENGTHS. REFER TO THE Diaphragms and Shearwalls with Edge X FRAMING. DEFERRED SUBMITTALS ITEMS INCLUDE THE FOLLOWING: DRAWINGS FOR REBAR SPLICE LENGTH SCHEDULE. REINFORCING STEEL SHALL BE i (iN4/FT) S (IN3/FT) Nailing <4" • GLAZING SYSTEM SECURELY TIED IN PLACE WITH#16 ANNEALED IRON WIRE OR REBAR POSiTIONERS. Connections for Diaphragm Chords, • BRICK PANELS REBAR SHALL NOT BE BENT TO DISPLACED iN ANY MANNER WITHOUT APPROVAL BY ROOF DECK: 1-1/2"-18 GAGE 0.302 0.322 Collectors,Bracing,Shearwall Anchorage X • STEEL STAIRS AND LADDERS and Holdowns. 1707.3 Connections shall be visually inspected. THE NE. Field Gluing of Diaphragm and Shearwall • WOOD JOISTS ROOF DECK SHALL BE ATTACHED TO SUPPORTS AND AT SIDE LAPS AS REQUIRED BY Elements X • SKYLIGHTS BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE THE DECK MANUFACTURER TO RESIST 400PLF UNLESS NOTED OTHERWISE iN THE 1703.4 iCC EVALUATION Special Inspection applies to Holdown Anchor dimensions, • BRICK VENEER TIES BLOCKS OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE CRSI MANUAL OF DRAWINGS. Prefabricated Wood Shearwalls X • RAILING SYSTEMS HANDRAILS/GUARDRAILS 1704.13.3 REPORT placement,embedment length,spacing and edge distance. ( ) STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN • MECH./ELECT./SPRINK./PLUMB. HANGERS ACCORDANCE WITH THE"ACI MANUAL OF STANDARD PRACTICE FOR DETAILING SAWN LUMBER: 0 (a)Periodic Inspection Frequency as determined by the Design Professional,Unless Noted Otherwise. REINFORCED CONCRETE STRUCTURES,"AC! 315. SHOP DRAWINGS SHALL INCLUDE SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION, 2001 (b) Continuous or Periodic selection to be made by the design professional based on building category and design methodology. INSPECTION AND TESTING ELEVATIONS OF ALL BEAMS AND COLUMNS SHOWING BAR LOCATIONS. LAP ALL EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL IN REINFORCING BARS AS REQUIRED BY THE LAP SPLICE SCHEDULE IN THE DRAWINGS. BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. LUMBER Special Inspection/Testing Program Footnotes: ACCORDANCE WITH THE 2006 IBC SECTION 109 AND 1701.THE CONTRACTOR SHALL EXCEPT AS NOTED. PROVIDE CORNER BARS (MATCHING SIZE AND SPACING)FOR ALL SHALL BE THE SPECIES AND GRADE NOTED BELOW(UNLESS NOTED OTHERWISE IN 1. The special Inspector shall be a qualified person who shall demonstrate competence to the satisfaction of the Building Official for the inspection of the particular COORDINATE THE REQUIRED INSPECTIONS WITH THE LOCAL JURISDICTION. HORIZONTAL BARS IN FOOTINGS. THE DRAWINGS): type of construction or operation stipulated. 2. If necessary, the contractor shall arrange a pre-construction meeting with the Architect. Engineer, Building Official, and Testing Agency to review the special AA! ENGINEERING., 2007, ALL RIGHTS REFER TO THE ATTACHED TABLES AND THE STATEMENT OF SPECIAL INSPECTION MiNIMUM CONCRETE COVER FOR REINFORCING STEEL(U.N.O. ON THE PLANS): Fb(PSI) inspection requirements. RESERVED© SECTIONS FOR ADDITIONAL REQUIREMENTS. USE GRADE (BASE VALUE) 3. Duties of the Special Inspector include, but are not limited to: THESE DRAWINGS ARE THE PROPERTY OF A. CAST AGAINST EARTH 3"CLEAR A.Acknowledge and conform to the Special Inspection requirements of... AM ENGINEERING, AND ARE NOT TO BE WALLS STUDS USED OR REPRODUCED IN ANY MANNER, B.The Special Inspector shall observe the work for conformance with the approved permit plans and specifications. All Discrepancies Shall be brought to the EXCEPT WiTH THE PRIOR WRITTEN B. CAST AGAINST FORMS AND EXPOSED TO WEATHER 2"TO 4"THICK, 2"AND WIDER DOUGLAS FIR-LARCH NO. 1 1000 immediate attention of the Contractor for correction, then, if uncorrected,to the attention of the Architect,the Engineer and the Building Official. PERMISSION OF AN ENGINEERING -NO. 6 AND LARGER 2"CLEAR C. The Special Inspector shall furnish Inspection Reports for each inspection to the Contractor, the Architect, the Engineer and the Building Official as a -NO.5 AND SMALLER 1-1/2"CLEAR JOISTS, PLANKING, AND BLOCKING minimum. The reports shall be distributed in a timely manner. Date: 13 December 2007 2"TO 4"THICK, 2"AND WIDER DOUGLAS FIR-LARCH NO. 2 875 D. inspection for prefabricated components shall be the same as if the material was installed on site. Continuous inspection shall not be required during the C. NOT EXPOSED TO EARTH OR WEATHER prefabrication if the approved agency certifies the construction and furnishes evidence of compliance. Drawn by: Checked by: -SLAB,WALLS,AND JOISTS 3/4"CLEAR WALL PLATES&NAiLERS E.The Special Inspector shall submit a Final Report stating whether the work requiring inspection was inspected and whether the work was completed in EMO/CLC SY 2"TO 4"THICK, 2"AND WIDER DOUGLAS FIR-LARCH NO. 2 875 conformance with the approved plans and specifications and in conformance with any applicable workmanship provisions of the applicable code. REINFORCING STEEL PLACING TOLERANCE: 4. Special Inspection and Testing requirements apply equally to all bidder designed components. oa -PLUS OR MINUS 1/4"(TYPICAL) BEAMS/STRINGERS DOUGLAS FIR-LARCH NO. 1 1350 AAI Job Number: A07202 N -PLUS OR MINUS 1/2" FOR TOP BARS IN MEMBERS MORE THAN 8"IN DEPTH POSTS DOUGLAS FIR-LARCH NO. 1 AND BTR 1200 Sheet CV .fl Building c. C Permit Set December 2007 SLO hei... MILDREN DESIGN GROUP, P.C. PLAN NOTES: FOUNDATION ARCHITECTURE • SPACE PLANNING 7650 S.W. Beveland, Suite 120 0 INDICATES 4" TRICK CONCRETE SLAB-ON-GRADE WITH *'4 AT 24" O.C. Tigard, Oregon 97223-8692 EACH WAY PLACED AT SLAB MID DEPT1-I. SEE SPECIFICATIONS . FOR VAPOR BARRIER, SUBGRADE AND UNDERSLAB REQUIREMENTS. Voice: 503-244-0552 Fax: 503-244-04.1,/, . I 0 IND I CATES CONTROL JOINT / CONSTRUCTION JOINT. REFERENCES P i%`.' Via' A : DETAILS 1/S4.1, 2/54.1 AND 3/S4/1. SUBSTITUTE CONSTRUCTION JOINTS AS REQUIRED AT JOINT LOCATIONS PER PLAN, SUBJECT TO ' ::. A, APPROVAL BY T1-4E ENGINEER. '"j`''''' " ' _ ry , `x7 0 INDICATES COLUMN BLOCK OUT REFERENCE DETAIL 4/55.1. AT EACH v ' 'l "'`'- w_ =1S a CORNER OF COLUMN BLOCKOUTS THAT ARE NOT INTERSECTED BY ;I1 .1;'A,:Y i CONTROL JOINTS, PROVIDE (2) *4 x 4'-0" LONG REINFORCING BARS AT 45 DEGREE ANGLE TO SLAB EDGE, CENTERED ON CORNERS. AAI afghan associates,inc. 4. FX 4 WX REFER TO FOOTING TYPES, SEE SCHEDULE BELOW. FOOTINGS TO BE CENTERED UNDER COLUMNS OR WALLS, OR AS E N G I N E E R I N G SHOWN IN THE PLAN AND DETAILS. TOP OF FOOTING ELEVATION TO 4875 SW Griffith Drive I Suite 3001 Beaverton,OR 1 97005 BE A MINIMUM OF 1'-0" BELOW SLAB-ON-GRADE. ALL FOOTINGS 503.620.3030 tel.I 503.620.5539 fax;Iwww.aai n c n SHALL HAVE A MINIMUM OF 1'-0" SOIL COVER AT EXTERIOR GRADE. ProjectPio.A06223.1, 5. T.O.F. INDICATES DEPTH TO TOP OF FOOTING BELOW FINISHED /EL. -1'-0" FLOOR (EL = 0'-00"). 0 0 0 4 0 0 6. _ I _ ' INDICATES FOOTING STEP. REFERENCE DETAIL 15/54.1 ��CD PAR®FCC \-FTCSTEP � �, F p / 59'-0 1/4" 59'-0 1/4" I. NOT USED .- :r, • r 28'-10 1/S" 28'-10 1/8" 1'-4" 2S'-10 1/8' 28'-10 1/8" 1'-4" ' / / / / / / / S. NOT USED ►' N• Ni3/1 A B B A 8 tA�`q�y5,2t�`t' C? `� `� I T.O. SHTHG 9. REFERENCE GEOTECHNICAL REPORT FOR FOUNDATION AND b EL. +14'-11 1/2" I SLAB-ON-GRADE SUPPORT REQUIREMENTS INCLUDING EXCAVATION, `4° �N A. ' SIM. ` • ` I ` 8 ` I FILL AND FILL PLACEMENT REQUIREMENTS �� r HOLDS 1 �� T.Q. SHTHG 13 � 10 ©� T.O. SHTHG EXPIRES: 6/30/08 0 0 0 54.1 54. EACH E 54.1 84.1 55.1 55.1 10. REFER TO CIVIL DRAWINGS AND ARCHITECTURAL SITE DRAWINGS FOR TYP. �, ►' I''• rT'1'P. EL. +15'-7" SIM. r © Q r r TYP. EL. +14'-4° ALL FINAL GRADES. COORDINATE EXTERIOR RETAINING WALL i6"a':.m .sway:es'kv ey'.X R :: .:... ... .-p,,..m y,,. :..,...•swc*Ykw„S>"•e.. ,.'<'¢' x^:...waw.,,y^w s� x•. »m<rro:' •^yw, .3,nv-:ov <v...,. / :•M.s .. ,. ..,, , ;•_t,.,�wr'�ws�e. �e.�..,aw•r I I- ,, ,. ,.. .. ........................ .... .............. .. d...,. w W ...». a ,.. -.„_ .. ,.,,..., �g''a+„.. <v.. :'.. ...<..�.,am,c,s.Fs:�w,:*.» .. .. .. ...... .. .., .... k` ...... � as: .. � .. .. .... ..,.3.:. k�,hw.a,..&,.<,..r SECTION WITH TA(N I HT REF. DETAILS 9/ 1 14/ 1 SE RE ED GRADE HE G 5, RE . DE IL5 54. AND 54.,,, 11 U 2 © 2 2 2 2 I I I I. I I I I I I I I I I / 11 I 11. CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL A' DRAWINGS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES 8 1 1 q A \J I =MI I I I I I I I I I I I � T.O. SHTHG 3` I Y ` PRIOR TO FABRICATION. } T.O.F. �� I , I I I I I I I I I I ,� .. - ` EL 2' 0' �, ,., - I t / 12. REFERENCE ARCHITECTURAL DRAWINGS FOR DRAINS SLOPES OR 4 I 1-- I---4- -I----I- - ---I---I----I- t - OTHER FLOOR DEPRESSIONS NOT SHOWN. -r- . 14 . .. • I-- ASS 10'-0° 10'-0" 2 55a I I I I I I U I I I I I I I �� -- �� $'#. TYP• .d. 13. VERIFY ALL WINDOW AND DOOR DIMENSIONS WITH ARCHITECTURAL `�+,3 'I Q I DRAWINGS. -' r: 'lam I GRADUALLY REDUCE ? in 3 I ry I M....__ > :....; (0 THICKENED SLAB EDGE i X I \.40 DEPTH AT STORE FRONT X •.► �� - FOR FTG ELEVATION ^: ,� I ' I I PLAN NOTES: ROOF FRAMING 41 k - �rj+� T.O.F. (lip TRANSITION m:.: fit ' '-� 5 ('� S4.1 e EL. -0'-8' c -f 55.1 I 11----10 I 1. DESIGN LOADS: TYP. ---- �, TYP. I O DEAD LOAD = 15 PSF . 0i �- i e _t_ • I SNOW LOAD = 25 PSF PLUS DRIFTING (SEE NOTE 12.) - i �� I - ( �' NET WIND UPLIFT = PSF i� ii ( rr» ` ! ( L_....� T.O,F. I T.O.F. C ( I ; 2. 1/2' THICK APA-RATED, EXPOSURE I, PLYWOOD SHEATHING (NOMINAL 4' X 5' PANELS 0 54.1 `I I EL, -2'-0" 4 L-- --J F4.5 T.O. SHTHG , Owner: EL. -1'-0" I WITH SPAN RATING 32/16) ATTACHED WITH ad NAILS AT 6 ON CENTER AT ALL PANEL \ 4 EL. +14'-11 1/2" I EDGES, SUPPORTS AND BLOCKING. STAGGER PANEL LAYOUT AS SHOWN 54.1 TYP. ®' Cedar is '` 1 El I b T 3. SIMPSON ST6224 STRAP CENTERED OVER BEAM AT 6TH JOIST FROM END �, 0 '®` ''` P. I i' b TYP. (REPLACES TYPICAL JOIST STRAP) > 54.1 � . U U = 13 r , 54.1 A o o I ; I Development TYP. d) TYP. � a ° 55.1 4. 16 TJI H9ID JOISTS AT 24 ON CENTER WfTH WEB STfFFENERS AND SfMPSON MIT 316 Q TYP. N ) ry 6I-0" 3 ♦ P. HANGERS EACH END. I ) I ,g :-.1 U / I .,g�� 25 sr 5. SIMPSON GMSTCi6 X 5'-4' STRAP CENTERED ON WALL SECTION ACROSS NAILER AT '� t∎ 0 0 ,^ '� O e- :-.1 HEADERS, INSTALL WITH 16d NAILS AT 1 1/2 ON CENTER Ak ' I iii B -� ' 54.1 , ,) ZO N +' 54.1 r C -� _� i�. 0 I O 6. SIMPSON GMST14 X 1'-6' STRAP CENTERED ON WALL OPENING CORNER ACROSS co m .� ,• I T'I'P' ,� '� ��`i�' ``''I I X II�' `WY NAILER AT HEADERS, INSTALL WITH lIDd NAILS AT 1 3/4' ON CENTER SIM , r CO c u TYP. I ' 4 I i©.r P. 915 NW Torreyview Lane HOEDOWN I ( © I _ I -. SIMPSON CS15 X 1 -6 STRAP CENTERED ON WALL SECTION ACROSS NAILER AT Portland, Oregon 97229 EACH END£ I All HEADERS, INSTALL WITH 10d NAILS AT 2 1/16' ON CENTER 'd' I!- 54.1 ' q 6'-0" _ '� a S. SIMPSON CMSTC16 X 1ID'-6' STRAP CENTERED ON WALL SECTION ACROSS NAILER AT (Y 1)��0 I .�. TYP. HEADERS, INSTALL WITH 16d NAILS AT 1 1/2' ON CENTER ; i T t{- 35 psf il::;;..1111_ I I T,O. SHTHG 1 + © I EL. +14'-4" 9. SIMPSON CMSTC16 X 51-4' STRAP CENTERED ON WALL OPENING CORNER ACROSS CO u'` OUTSIDE FACE OF TOP PLATE AND GLU-LAM SEAM, INSTALL WITH 16d NAILS AT 1 1/2' >-\ :. I ',< T.O. SHTHG f ON CENTER 0 \ 5 14 1 r ( a EL. +14'-3 1/2" ` 54.1 ' i I`>,. , C I I k 10 SIMPSON ST6224 STRAP CENTERED ON WALL OPENING CORNER ACROSS OUTSIDE \ •fir �, I IF !' c :.,:w:, �>, ` \ -- v ■,f .„.,. .: I 1t'�° FACE OF TOP PLATE AND GLU-LAM BEAM TYP. i .7a� I �^� Project: s __ J © do �•7I�7:u:r iS F4.5 5� I EL. +14'-11 1/2' \ o -1. H. GL5 1/8 X 24" (C=3/4") GLULAM SEAM Pacific E; $+ I $+f b- .4 3 .. �? �r6 1 CV , I \--MINIMUM CAMBER. I � STANDARD FACTORY CAMBER SUPPLIED Crossroads '� 13 (2) *`4x4'-0" AT BLOCKOUT �' U ( ...: TYP. MAY EXCEED THIS VALUE.›._ , ,N S41 '))1.49 CORNERS NOT INTERSECTED I :. + BY CONTROL JOINT TYP. :r:;: AI ,n '° :;` ",� Corporate ++ I I I 12. X PSF INDICATED ON PLAN, ADDITIONAL SNOWDRIFT 74 Y �� _' /� I 0 X'-X" LOADING �, © ` 8 V I I I I I I x I I I I I I TO BE ADDED TO BASIC ROOF SNOW LOAD. Center 54.1 _ , , I t 11 r ., ;TYP. I -L- ____1, __.__4._.._ _..L -_-.> -- ..�--1_ 5 1 ... - -' TYP. SW Pfaffle St. ,A. 1 3; I I I I -.t I I I I I I �, `r-.,';,,r 1, I 'cs :� Tigard, Ore on >I 54.1 i 1 , _ s$ - I� I I I I I I I I I ' ' '' g -k ' 2 2 2 2 2 2 t' ` 54.1 ' I Ic I I I I I I I I I I £ I I I _ ._ _ __ k. .., ,. I I I iFOOTING SCHEDULE zh t�' - ►.rri . .• �r./.rf.r/i.... s .� . �.....�,►..�+Viw i -��i ��/ _....__.._ la i 15 __. _-S .,-:Gb i.nakbaF«.cn!..».>...»,....a .. ... ....... ....... .. ... .. .a b.�.mAi ,:.<,a::.. ... , ...,. iZ q M ...... as' .M F .. .. ..... ... ...... ... /,h./..:fy...,n....:..... .,.,- ..... .... .... .. ..... .ha,�., �s..,ai,s.,»,a.:t , ,(r \ ,»,..,: .... .:. ....,.......... .:........ Y,.., .6': f,.. ka D ..,.„,a.,.:..,,... ... .,<,.,.,..,..,.,,.,,.. .. ...,.,,...,...,,.,....,..,...,...,„. ..:,.,.»...,,,<.. .... v.A,'.,.,< .,... ,:.. .,,..,.w....».... ..::.< :..>,<. e>,,., <.. �.,...,,:w.._.......,......,......... ........,....:..... ........ ,.<,,,.i..> ...,«:.,A: ..xs:saa . SIM. j T.O. SHTHG /� © ® TOSHTHG TYPE LETH WH DETH LONGITUDINAL TRANSVERSE REMAKS Af�`HOEDOWN 1 V © Q © ©EL. +15-7' ,% S ,� � EL. +14'-4„ 4. , '';. EACH END "� �r TYP. SIM. rTYP. TYP. 10 t� T.O. SHTHG ., sIM. F4.0 4'-0" 4'-0" 1'-0" (6) *4 BOTTOM (6) 4 BOTTOM F4.5 4'- ' 4' ' 1'-4' (5) *5 BOTTOM (5) *5 BOTTOM/ Sheet Title: 6 -6 I' G' /6\ r-' 1 , 5"� 5 A " rrP, FOOTING SCHEDULE NOTES: ' Building' C 1. FOOTING ARE CENTERED ON COLUMN EACH WAY UN.O. 2. FOUNDATIONS FOR SHEAR WALLS ARE CENTERED ON WALLS EACH WAY,UN.O. Structural HOEDOWN SCHEDULE x Plans il Yr I FOUNDATION FLAN 1 ROOF FRAMING PLAN MARK HOEDOWN BOUNDARY MEMBER ANCHORAGE 1 p 52.1 SCALE: 1/5" a 1'-0" 52.1 SCALE: 1/8" = 1'-0" i P1-4D2-SDS3 6x6 DF NO. 1 SIMPSON SST1524L 2 PHD5-SDS3 6x6 DF NO. 1 SIMPSON SST 324L NORTH WORN 3 1-1DQS-SDS3 6x6 DF NO. 1 SIMPSON 5ST828L HOLDOWN SCHEDULE NOTES: 1. SEE DETAILS FOR ADDITIONAL INFORMATION. 2- EDGE NAIL SHEATHING TO END STUD PER SHEAR WALL SCHEDULE. SHEAR WALL SCHEDULE / \< SILL PLATE S MARK SHEATHING PANEL EDGE NAILING 1,2,3 4,501 SIZE NAILING ANCHORAGE e Revisions: 1/2' PLYWOOD 21 MARCH, 2008 PLAN A ONE FACE 10d NAILS AT 6" O.C. 3x 16d NAILS AT 6" O.C. 5/8"4x6" EMBED a 24" O.C. REVIEW COMMENTS B 1/2" PLYWOOD 10d NAILS AT 4' O.C. 3x 16d NAILS AT 4' O.C. 5/8"4'x6' EMBED 6 16" O.C. ONE FACE C 1/2" PLYWOOD 10d NAILS AT 3" O.G. 3x 16d NAILS AT 3" O.C. 5/8"4W?" EMBED ' 12" O.C. ONE FACE D 1/2' PLYWOOD 10d NAILS AT 6" O.C. 3x 16d NAILS AT 4° O.C. 5/8"42x6" EMBED e 12' O.C. BOTH FACES EA. FACE (STAGGER)- E 1/2' PLYWOOD 10d NAILS AT 4' O.C. 3x 16d NAILS AT 3' O.G. 5/810x6" EMBED '® 8" O.C. BOTH FACES EA. FACE (STAGGER) F 1/2' PLYWOOD 10d NAILS AT 3' O.C. 3x 16d NAILS AT 4' O.C. 5/810x6" EMBED * 8' O.C. AAI ENGINEERING., 2007, ALL RIGHTS BOTH FACES EA. FAGS (STAGGER) RESERVED() SHEAR WALL SCHEDULE NOTES: THESE DRAWINGS ARE THE PROPERTY OF AAI ENGINEERING. AND ARE NOT TO BE 1) ALL PLYWOOD SHEATHING EDGES SHALL BE BLOCKED WITH 2x FLAT BLOCKING AND NAILED PER SCHEDULE. USED OR REPRODUCED IN ANY MANNER. EXCEPT WITH THE PRIOR WRITTEN 2) WALLS WITH PLYWOOD SHEATHING EACH FACE SHALL HAVE AN OFFSET PANEL JOINT LAYOUT ON OPPOSING FACES PERMISSION OF AM ENGINEERING TO PROVIDE EDGE NAILING ON DIFFERENT STUDS, OR 3x FRAMING MAY BE USED WITH STAGGERED EDGE NAILING. 3) PLYWOOD SHEATHING SHALL EXTEND TO THE TOP PLATE FRAMING AT DIAPHRAGM SHEATHING HEIGHT, U.ON. Date: 13 December 2007 AND PROVIDE COMPLETE COVERAGE TO OUTSIDE EDGES TO VERTICAL BOUNDARY MEMBERS. 4) PLYWOOD SHEATHING SHALL BE NAILED AT INTERMEDIATE FRAMING MEMBERS WITH PANEL EDGE NAILS AT 12' O.C. Drawn by: Checked by: 5) PLYWOOD SHEATHING SHALL BE NAILED WITH COMMON NAILS. 6) NAIL HEADS SHALL NOT PENETRATE FACE PLY OF SHEATHING. EMO/CLC SY 1) NAIL PLYWOOD SHEATHING AT BOUNDARY MEMBERS AND TOP PLATES WITH SILL PLATE NAILING PER SCHEDULE. o 5) SILL PLATES IN CONTACT WITH CONCRETE STEM WALLS, SLABS AND FOOTINGS SHALL BE PRESSURE TREATED. AAI Job Number: A07202 N 9) SILL PLATE ANCHORS SHALL SE A301 J-BOLTS. PROVIDE 5/S'4,x12' EMBED A30-1J-BOLTS AT SPACING INDICATED Sheet j FOR EACH MARK WHEN DETAIL 9/S4.1 IS REQUIRED. CB .o § Buildin g C Permit Set - December 2007 _ S2. 1 0 4' 11/2' COLUMN BASE FE ANCI-MOBS Ill"- 1-4563x5x3/16 fiE 5/Sx11x0'-11' (4) 3/S'.xs' EMBED 3/4" MILDREN DESIGN GROUP, P.C. 0 0 ARCHITECTURE ■ SPACE PLANNING \ 0 7650 S.W. Beveland, Suite 120 N 1/4 sAWCUT CONTROL JOINT N ' \ Tigard, Oregon 97223-8692 1/4 SLAB DEPTH t., Voice: 503-244-0552 1/8 RADIUS (TDDEED EDGE) 1/S" RADIUS (TODL.ED EDC-E) ss COLUMN PER FLAN Fax: 503-244-0417 WHERE REIN. OCCURS '± NON-SHRINK GROUT DISCONTINUE AT JOINT 3/4' SMOOTH DOWEL x 1'-4' 118' 2 1/2x3/4 KEY 2" Z�1 W1-IEi�E REIN. OCCURS 2' � � COLUMN POCKET 1......_ CONCRETE SLAB - SEE DISCONTINUE AT JOINT AT 2 -0 Q.C. GREASE AND OG T1-�IGKENED w Z WRAP ONE END OR ELASTIC AT BLOCKDUTS iii SLAB/FOUNDAT(ON ELAN _ GQR NE END ; w tf. .IN Ilki AAI� � an assaclate nc•",•"� S"' �..✓ -..✓ w i ' !n �' • r ♦ ( -y (,Y, .. .. 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FTG PER PLAN AND ';; 7PE ir'' SCHEDULE -,-- 4- •R GON I CONTROL JOINT 2 TYPICAL CONSTRUCTION JOINT 3 CONSTRUCTION JOINT ()ALTERNATE) 4 -4SS COLUI'''CN AT FOOTING , NOT USED ti Virg 2�5..1 20240101 CLC SCALE: 1" = 1'-0" 54.1 20240102 CLC ° SCALE: 1" = 1'-0" 541 20240103 CLC SCALE: 1" = 1'-0" S41 20240104 CLC L1 0003 SCALE: 3!4" = 1'-0" 20240105 CLC SCALE: 1" = 1'-0" • ' �(,� A. 2x+o WOOD STUDS EXPIRES: 6/30 Q8 -REF. PLAN AND SCHEDULE BRICK VENEER GRID GRID PER ARC1-I I _ I SILL PLATE PER SCHEDULE ON - 1-1\i- C3) 2x� CONT. AT SILL. BRICK LEDGE I ■ SHEET 52.1 EXCEPT ANCHORS _ 1\ •€ I1 I ( • NAIL TOGET1-IER W/!(2) ROWS X 3 1/2' SAVE 12' EMBED BRICK VENEER I-_ WOOD STUD WALL FRAMING I OF 10d NAILS 'a 24 D.C. TOP I I _0 4 I ' P.T. 2xfo W/ 3/8'4'x3' EMBED PER ARC1-I II -REF PLAN AND SCI-IEDULE I AND BOTTOM (STAGGER) Z iX E ( 1 SOWER WEDGE BOLTS 6 24' O.C. I) • ATTACI.1 TO JAMS r r1 = I i (COUNTERSINK COLT HEADS) -:._ STUDS/POSTS W/ SIMPSON A34 = �' II ', ABOVE AND BELOW SILL, i �� - - _r-- "' b I ili..�' II . 1 3/4' EACH END. I iv p { *4 VERT. BARS 6 1S' O.C. II (2) *'4 CONT. I ARCHITECTURAL U T . 1 i = FINISH > ; EA. FACE 12 Z x II =_-. I I STOREFRONT SYSTEMS i �[ ! ON-GRADE � 24" OC. � i1 *'4 HON. BAS 6 12' O*4 24 O.C. TO MATCH 1 II, {l PER PLAN BELOW SILL *4 GOVT. -.�,- •, AND LAP W/ SLAB 24 X �? \ `�' \4 i1► I I 8(-- I - t =� LEAVE SLAB INTENTIONALLY REINFORCING. SLAB-ON-GRADE 3 •wwrMrwwr�c ` SILL PLATE PER SCHEDULE 0 ROUGHENED BELOW WALL 2 1 GER , '" 4` ON SHEET S2.1 i I PER ELAN C G LR LR N \ ` ,�• ••��• r (2) #4 CONT. I I = FSLAONR4PE ‘ ' SLAB-ON-GRADE PER PLAN :,•: WATER STOP �+' �:' PROVIDE 4 CORNER ,� ` �� :,.� z o < _ AT WALL � PER PLAN BARS AT RETURN ,, I. is-L ' -A' _ ' 1 24 1 _ Owner:L # 12' 1& • iv *4 '� 24' O.0 MATCH AND w :: �r , I 4 II ' Cedar Hills•`. LAP TYPICAL SLAB REINF, i 1 :, \ a I �� (2) *`4 24' O.0 MATCH 18 8 _ I w. .,._w. .w..w. _. .,... _ _m AND LAP TYPICAL SLAB \ \ Y, , :' 3 _,� \�,` C 3) *4 CONT. ccl _i I 3 r RE INF. Development nl � ' .' UI CLR FILL VOID BEHIND BRICK ~` CON(. FTG BEYOND--� ; 6" BELOW GRADE W/ 9' 4, 15' , NOTE: AT WALL RETURN LI __L.,..v._.........w--w... NOTE: NON-s1-IRINK GROUT REFERENCE DETAIL /54J FOR r a r LOWER CON(. WALL AND BRICK LEDGE ADDITIONAL INFORMATION NOT 11-0N 1 -0 ,4 �'' , ,� TOGETHER FOR EACH (2) BRICK 915 NW Torreyview Lane SHOWN i COURSE DEPTH C1-4ANGE IN GRADE Portland, Oregon 97229 STUD WALL. AT FOOTING STUD WALL AT FOOTING S TURNED DOWN SLAB EDGE AT STORE FRONT WALL F A1�I INCA AT OOT INC �� NOT USED 541 2024010e, CLC L1 0118 SCALE: 1" = 11-0" 541 20240101 CLC SCALE: 3/4" = 1'-0" 54.1 20240108 CLC SCALE: 1" = 1'-0" 841 20240109 EMO SCALE: 3/4" = 1'-0" 54.1 20240110 CLC SCALE: 3/4" = 1'-0" GRID PER PLAN\,/is-67 \7 PLYWOOD s 4THG 3' tp 1/2' ,1 1/2' ' I 1 Project: lE 5l8x11x0'-11' W/ I �,, . 1/4. (4) 5/8'4,x8 EMBED Pacific TOP PLATE W/ (3) ROWS OF EDGE 'I NAILING AT EA. PLATE AND SPLICE A30 1 J-BOLT _ PER DETAIL 12185.1 PANEL EDGE Tra SIN_ NAILING Crossroads PLYWOOD SHEATHING W! I; ; i HSS5x5 COLUMN 16.. - 2x6 WOOD STUDS a NAILING REQUIREMENTS i1____ I •► - 24' O.0 A O 1/2 PLYWOOD SHEATHING W/ NAILING PER SHEAR WALL '' 1 ' 1/4' "D ffi 5 REQUIREMENTS PER SHEAR WALL II Cornorate SIMPSON HOEDOWN W/ ; H SGHEULE + .A5 SHOWN) II _ AND WALL SCHEDULE PANEL EDGE 3x6 NAILER W/ 5/8'4' SECTION A-A 11 THREADED STUDS 6 24' D.C. Center 1 I I I I I { I I I I I BOUNAY MEMER PER II NAILING (COUNTEINK ON OPENING I1 II 0_.__ u P.T. 3x$ SILL PLATE W/ SIDE ONLY) SW Pfaffle St. , 11 I I HOEDOWN SG-1EDUEE Wf ANCHOS ESHEAR SECTION 5-S Tigard, Oregon , �I 1 I I EDGE NAILING PER I a° 1 I I 11 11 SHEAR WALL SCHEDULE. --.e WALL SCHEDULE I I ► iii i1 I 5LA -ON- AE r H55 COLUMN PER PLAN f I I I I 4 I- -•1 -1 4 I- -- -I 1---I LI 1- 4 I- I 1r 1r -- -r--I- -1C -1 r- --t r---1 it -1r -tr IIL� PER PLAN H II 11 I H H II I 111 If H H ►M..�' 5 B SLAB-ON-GRADE W/ H I ■ I I 1 H I I I I I I 111 I I H H i. TH.CKENED EDGE: II 11 11 I 1 II II II I III II I II 1 H H II I ! H I It I 111 II ti H • H I I I I I H I I 1 I I I I H I I' t COAT COLUMN SECTION AND 1L U J I_-U-_LL U_ _ L L1.L L. U J.L t yi H I-H- 0 SASE PLATE BELOW GRADE -- �;,,,, , r : ; x h Sheet Title: -- r- r, -,T--r-1--rr rt. --n- Tr 11 I '- , -- 1 WITH ASPHALTIC PAINT . 111 1 • � A � A III , 1 . 1'± NON-SHRINK GROUT 1 I 4x BLKG ,; Foundation ` I AT STRAP , , t CONCRETE FOOTING ' ` It I 11 ~11 REF. DETAIL 6/54.1, III Ai I , R i�- CONCRETE FOOTING. 1 11 Details I I I ( 4 REF. DETAIL 6/54.1. 1 '` I I' -I 1 --I E_-I 1 -1 1- ----4 J I L i :o�� . •as:,.".,„rar.,4 di . . 1r 11-°-1 i I 1r (--i IF 1r r II ! ! 11 1 { 1 tl II II I 11 II I II �' 1 1 H I I I I I 11 I I 1 H 11 I i 1 I ,n 4 ' " � j % II It 11 I I I II II 11 11 11 11 %%\ �> /,< `� �' LI U. J.L-- - - - - J L L,- 11 1 L 1f ,� . • i `\ II:. >\ � k PPR.- \12 HOLDOWN AT FOOTING 13 HSS POST AT FOOT INC SEE PLAN SIMPSON STRAP AT HEADER. 1" � 3/4" = 1 REF. PLANS AND DETAILS 54.1 20240112 EMO L1 0118 SCALE: 1 11-0" 54] 20240113 ENO SCALE: 3/4 1 -0 Hss HEADER. REF. 3 1!2' DETAIL -1/55.1 1---a t----_ GLU-LAM HEADER. r -- REF. DETAIL x/55.1 SIMPSON HOEDOWN PER PLAN 4 SCHEDULE. FOR STEM I' 2x6 WOOD STUDS loo O.C. I HOEDOWN BOUNDARY MEMBER ii WALL HEIGHTS BETWEEN: I ?? AT FULL 1-IEIGHT SECTION 1 W/ EDGE NAILING (STAGGER • •11-5' AND 2'-2' PROVIDE OF WALL FOR 3' D.C. NAILING) ii A •SIMPSON SST824L. ANCHOR 9 D 5 PROVIDE !! Revisions: FINISH GRADE jj. SIMPSON S T516L ANCHOR. HS55x5 POST 3x BLOCKING e 4'-0' D.C. AT ( I ` EXTEND (2) *4 FOOTING EXTEND FOOTING REINF. THICKENED SLAB •01-0' AND 0'-9' PROVIDE PANEL EDGES, 0. I ( BARS 24* INTO ADJACENT BARS 24' PAST FOOTING EDGE -REF. CIVIL ,;! SIMPSON SST524L ANCHOR. r THICKENED SLAB EDGE TRANSITION INTO THICKENED I 3x BLOCKING AT SILL W/ EDGE NAILING DRAWINGS "I' -INSTALL ANCHOR IN ``= I I TO LAP W/ EINF. SLAB EDGE THICKENED SLAB EDGE �' I 2x6 WOOD STUDS 1 1 -:, . :- 6 24' O.C. BELOW L- - ---- - I SIMPSON LSTA18 STRAP AT SILL i� AND/OR FOOTING, �' SILL 1 -' CENTERED ON CORNER, EACH SIDE: ♦^ . i 1;. ,� I FINISH GRADE 41 SILL PLATE d fi I) FINISH GRADE :,!!l _ 2) • I i II I __ J L J L J I 9 _U • �l -REF. CIVIL DWGS 1 � f�. . VIIIMPF"-r n -- 1T--I I 1-rr-- rr -rI e/ !II 1 CV Is! /J2 4 O ,' II 1 *a giii A 1 54.1 54. `� '� _I € OPP. 11 r i 11 I < `� 1 ii 1 1 1 ,, j 0 AAI ENGINEERING., 2007, ALL RIGHTS :___ _ L. u .J.L.-1J_-LL _..I 1___ _ _ .L L LL- LA _.t _ • • RESERVED() s41 � DC al' E iii 11 �+ a �, ` x� (L 2 -0 'THESE DRAWINGS ARE THE PROPERTY OF �+ (3) 4 TO MATCH AAI ENGINEERING, AND ARE NOT TO 8E -� _ 1 4 V I AND LAP W/ FTG USED OR REPRODUCED IN ANY MANNER, ', EXCEPT WITH THE PRIOR WRITTEN '` RE INF. 2'-01 PERMISSION OF AM ENGINEERING SIMPSON HOLDOWN PER PLAN . .. A 21-0" , (, AND SCHEDULE. , < 54• Date: 13 December 2007 - NOTES: r FOOTING STEP Drawn b : Checked b - 1. REF. DETAIL 9/S4.1 FOR ADDITIONAL Y by: A /\, /A\ INFORMATION NOT SHOWN. NOTE: EMO/CLC SY• PER PLAN REF. DETAIL ro/S4.1 FOR ADDITIONAL • 2. COORDINATE ACTUAL BRICK VENEER INFORMATION NOT SHOWN. AAI Job Number: A07202 1,- HEIGHT W/ ARCHITECTURAL N 11 TYPICAL SHEAR WALL. ELEVATION 14 HOLDOWN AT FOOTING W/ STEM WALL 15 STUD WALL AT FOOTING W/ FOOTING STEP r Sheet Z 54.1 20240111 EMO SCALE: 1/2" = 1'-0" 541 20240114 CLC SCALE: 3/4" = 1'-0" 54'.1 20240115 CLC L11 004013 SCALE: 3/4" = 11-0" Buildin g C Permit Set - December 2007 S4. 1 2x4 OUTRIGGER SIMPSON LSTA24 STRAP SENT STUDS 24' D.c. OVER OUTRIGGER AS SHOWN ALIGNED WiTH WALL STUDS BELOW ''"-`'-`----,. -`--,- '-`'-`'-`--`--- `.--`'-` M1 2x6 PARAPET STUDS ALIGNED 2x4 OUTRIGGER STUDS C W/ WALL STUDS BELOW. �► -REF. DETAIL 1/55.1 GRID GRID MILDREN DESIGN GROUP, P.C. .„,,, 7 \ ............_,..-.......,-.....-......"...........,..-......,...,......-.............- A, 2x6 TOP PLATE 2x4 OUTRIGGER STUDS SIMPSON LSTA24 SENT OVER ARCHITECTURE ■ SPACE PLANNING I I II.-...1 6 24" D.C. ALIGNED W/ OUTRIGGER AS SHOWN SIMPSON H3 CLIP I I '' WALL STUDS OW 7650 S.W. Beveland, Suite 120 AT EA. OUTRIGGER I I - SIMPSON LSTA18 STRAPS I� LL D !BELOW �,. I I T1'P Tigard, Oregon 97223-8692 EDGE NAILING 1/4 Voice: 503-244-0552 . , EDGE NAILING SIMPSON 148 TIES 11 3 1/2" _MIN I� e. ;,►,;�! Fax: 503-244-0417 AT EVERT OTHER ► Si1"iPSON LSTA18 STRAP SIMPSON 1"fSTCro�o CENTERED `�``'``'``'�`'�`'`''`' ') " S SIMPSON 143 CLIP AT a SIMPSON L5TA18 i - Zx6 PLATE W/ CZ) ROWS OF I 10d NAILS a6 4 O.C.STUD �' i I AT EVERY OTHER JOIST OVER BM JOINT INSTALLED W/ EA. OUTRIGGER CENTERED OVER BEAM STRAPS 6 4'-0' O.C. II_ 10d NAILS 6 24" O.G. II C5) SIMPSON LSTA12 STRAP '�,�"� ' 10d COMMON NAILS STUD TO STUD 11__. ►,�. -- ROOF S14THG PER PLAN PANEL EDGE NAILING CENTERED OVER JOISTS I I '1 - .. i PANEL EDGE NAILING 11 '" it -- - --- ------------- lI`�" � __-__= =__----------- ___-- NA I L E x3/16 W/ 3x6 I I I ._ _-_-_-_ ----------_-- 11�,...= - ----------------------- j NAiLERS AT EA. FACE. ( I 2x6 BLOCKING PANEL EDGE NAILING ....al � IF��t i�■�- ■:lI$ t/� __ --- '�' { BETWEEN RAFTERS '- i fir _ Z il II ►1 •ATTACH W/ 5/8'0x4 1/2" I I '1 I , , I, 1 ; 1 III �► �► THREADED STUDS » SIMPSON LSTA15 STRAP TRIPLE 2x6 TOP PLATE i; 0 II__--- 11 II 2x4 FLAT BLKG II 6 24 D.C. /' -REF DETAIL 12/55.1 FOR iI 2 FIRST (6) BAYS 1 I i CENTERED OVER BEAM �1 1/2" Afi, of han associates Inc. SPLICE ` 3x6 BLKG ---iII Il W/ SIMPSON 11 i m TYP. TYP 9• C I III II z-CL iPS EA. END I1 I SIMPSON MIT318 HANGER ,2 ENGINEERING 'I ' _ _ 4875 SW Griffith Drive Suite 300 8eavetton,OR 97005 '10 1 j1-t:(GK VENEER-- 11 1►�/ ��, " I i' - .^�wr.: �i�ll� s i- 503.620.3030 tel.1 503.620.5539 fax I www.aaieng.com 1.1111111111. ) PER ARG14. 1; ROOF JOISTS 112 PLYWOOD SHTHG ;,, IIiJ m H 11. tO Project No.A06223.11 SIMPSON 148 TIE AT 11-___ PER PLAN W/ ad NAILS '' 6' O.C. I IL-- I AT PANEL EDGES ( 2 A Ill II EVERY OTHER JOIST I �} li h AND 12' O.C. iN FIELD. I �, , a N� 1-- --- I 11 2x12 LEDGER W/ (4) 10d NAILS 1 s TJi JOIST PER PLAN W/ T » TJI JOIST PER PLAN W/ » 6 2 1/2' O.C. AT EA. PASSING STUD. y m a Rq 1/2 PLYWD 51-111-1G iI - S IMPSON M I T318 HANGERS 112 PL YWD 51-ITHG II SIMPSON M I T318 HANGERS, �, ,� �, < • REF PLAN AND SCHEDULE TYP. U.N.D. g1u PRQ/c A. END, U.NO. • x f #.s F�' FOR NAILING REQUIREMENTS. FOR NAILING REQUIREMENTS. 2x6 WOOD STUDS ALIGNED WI 8001= JOIST j \--ROOF JOIST PER PLAN GL BEAM PER PLAN 1/4"xDEPT14 OFFSET + 8"xl'-0" wF��/� • AT FULL HEIGHT SECTIONS OF I 1 i SIDE PLATES EA. SIDE OF GLULAM 5 1/SXDEPTH OFFSET " : T, :, � 2x6 WOOD STUDS • WALL. SPACE STUDS a 16" D.C. LAPPED W/ WALL STUDS, .-;� ,� GLU-LAM SEAM PER PLAN GLULAM W/ C2) 3/4'0 A301 I I I » » �;i--" !BLOCK W/ C2) 3/4 x12 LAG • AT FULL HEIGHT SECTIONS OF • ABOVE HEADERS, SPACE C /'��' ) S I I r!="■ THROUGH BOLTS EA. BEAM. ;r '�=i► SCREWS AT CENTERL iNE '�' OREGON SPACE STUDS 6 16' D.C. PROVIDE SIMPSON LU526 / ,, \ a a " a • ABOVE HEADERS, SPACE STUDS STUDS '� 24" D.C. HANGER AT GL BEAM I I i, ' 1 2x6 WOOD STUDS 6 3 4 1/2 3 24" O.C. ALIGNED W/ ROOF �F DETAILS 6/DETAIL ABOVE ._.�.....,.. .............�..,, ( I 'i - ` 6 24' O.C. ABOVE ,� ,� tP ,>J►iS,2�O� ra A JOISTS. R HEADER DE L B VE '�`p • REF DETAILS 6/55.1 AND "t/55.1 WINDOWS. t ( Iii ! 1 HEADER fe 1/Sx-1x1'-0' CENTERED �A.�� ON 1455 COLUMN FOR HEADER DETAIL ABOVE \� ' I ji, 1455 COLUMN PER PLAN EXPIRES: 6/30/08 WINDOWS. \ �/ 5/16 / V fi�OOP JOISTS AT WALL FRAMiNG DETAIL 2 fi�'OOP JOISTS AT LJALL FRAMING DETAIL. 3 OOP JOISTS AT WALL FRAMING 4 TJi JOIST AT GLULAM BEAM GLULAM BEAM TO TUBE STEEL CONNECTION 1" = 1`-0" 20250102-G CLC L1i 2215 1" = 1'-O" 85.1 20250103-C ENO SCALE: 3/4" = i'-0" 55,1 20250104-C CLI 2101 SCALE: 1" = 1'-0" 85.1 20250105-C C1`X2016 SCALE: 1" = 1'-0" (7) 20250101-C CLC L12215 8 .1 /-2x6 PARAPET STUDS, 1I REF 8/55.} SIMPSON -IUC318 HANGER AT GLULAM SEAM GIRO II ,1 WES STIFFENER EA. FACE OF JOIST WEB 3" OF I-455 11 CENTERED ON BLOCKING TYP. 2x6 PARAPET STUDS i I '1 SIMPSON LSTA18 6 24' D.C. 11 24' D.C. FROM PARAPET STUDS TO It 2x6 PARAPET 5TUD5 '1 -REF. DETAIL 2/55.1 11 - 'i SEAM EA. FACE II I I) II - » iI 1/2" PLYWOOD SHEATHING SIMPSON LSTA18 II I Il . . ,I }/2 PLYWOOD SHEATHING '' STRAPS 6 48" O.C. II 2x6 PLATE 0( I II .II, 11, 11 REF. PLAN AND SCHEDULE 11 REF. PLAN AND SCHEDULE ;.,_ 11 FOR NAILING REQUIREMENTS BRICK VENEER 1 FOR NAILING REQUIREMENTS 1 1 �' -CONT. OVER FLULAM BEAM (36' MIN.) 1' , �� '� BRICK VENEER 1 ;. 11 I 1{ II II iI 11 ► 11 BRICK VENEER 1 / ►► ►► �► 1 PER ARC14. PER ARCH. » ! .! �► W/ C2) ROWS OF 16d NAILS 3 O.G. ,1, ► Il 11 3 1/2 -REF. ARCH >- 1 II /3 1/2N II 11 iI lI Il ll II , Iii;-.�_r_- _ r=�--- j1�" . . ., II ,. ., II ,. ., 11 ,. •. II 1111 2x6 WOOD STUDS 6 24" O.C. 11 i 2x6 WOOD STUDS 6 24 D.C. �7 11 » s ,, ,V i 1► ,1 , Owner: 1E 1/4xSx0'-9" SIDE II jl iI iI II II ABOVE HEADER 1► ABOVE HEADER. // , . ' ,��. .��_ .,�., .,��,II �f PLATES W/ C2) 3I4"� ' ''//``. 1�'��'z 1►��/ I� __,__.II ►q( ;: 1►t 4x6 PLATE ; I) iII Cedar Hills ►' i A301 THROUGH BOLTS 1 3" 4 1/2" 1 1/2' �►�, "'1/2"x6"xCONT. PLYWOOD i iI 4x6 PLATE r + ' ��SHIM W/ (2) 10d NAILS ! a " 11 1��:''� i s ► SIMPSON HT516 STRAPS Deve 10 men t 24 D.G. 11 1 I 4x6 PLATE WI 112 �x8 1/4► I I �._ "► LAG BOLT 624' o.c. II III FULL DEPTH TJi BLOCKING FOR (4) JOIST 'i!=�. II �� GLULAM SEAM PER PLAN 1/4/ 111 m 11 BAYS CENTERED ON 6x6 POST W/ L6x4x3/8 CONT. LINTEL i' GLU-LAM 5 1!8x12 IlI._ I I "; II • II SIMPSON MIT318 HANGERS EA END. U.N.O. ANGLE (GALVANIZED) II - 1 145512x4x1/2xCONT. W/ • » 11). A. 1 / E siMP50N HGL55 HANGER Wl 1►EXTEN12 AT 11 II% , 12' TOP FLANGE c\v 24" QC. I I II SMPON LTT1TENSION E W/ 5iMPN 14U3AT LAST? 1' 915 NW Torre SIDE TO BEAR ON I I) lit 1 11 `� li 3/4'0x4' LAG SCREW CENTER TJI BLKG MEMBER Torreyview Lane IE�� 1'1 1 6 GLULAM SEAM PER PLAN 1► I GLU-LAM SEAM PER PLAN i1 "' ON 6x6 WOOD POST Portland, Oregon 97229 VENEER. _ IN/ I�..___) %Ur ,; II 11 g -- J / �, 1/4 E/ ` II i 818x-ix0'-9' lI \ 2x6 PLATE WI (2) 10d NAILS 1I 11 SIMPSON ECCQ5-4 5D52.5 (3/16)(4612 I �A 6 24" D.C. (STAGGER) I1 i 11 COLUMN CAP }E 3/8x8 i/2xGONT. / (GALVANIZED) 3/167/4612 I i , ' 1 Il 14555x5 COLUMN PER PLAN 11 1 II 1,ii 6x6 WOOD POST ARCHITECTURAL WINDOW /5 1/2'/3"//1' ARCHITECTURAL WINDOW -- / 2x6 WOOD STUDS 24 D.C. I SYSTEM. HEAD SHALL SYSTEM. HEAD SHALL \" ` ` -- 1►. ALLOW FOR 1/2" VERTICAL ALLOW FOR 1/2" VERTICAL -"" ! GLULAM HEADER PER DETAIL 6/55.1 W/ Project: MOVEMENT MOVEMENT SIMPSON 14UCQ525/11 SDS EACH END. Pacific ,_ (-9) GLt�L.AM BEAM TO HSS COLI�MN CONNECTION T GLULAM BEAMS AT 6x6 POST Crossroads & 14EADER-DETAIL FOR OPENINGS 10 S 1/2 AND LESS 1 HEADER DETAIL FOR OPENINGS 1 4 1i2 AND WIDER 8 GLUL_AM BEA1"I AT GLI�LAM SEAM X520250109-C CLC L11E2011 SCALE: 1" = 1'-0" 20250110 CLC SCALE: 1" = 1'-0" 5 .1 20250106-C EMO 1" = 1'-0" e .1 20250101-C EMO 1" _ -O" 5JJ20250108-C CLC SALE: 3/4" = 1'-0" Corporate Center SW Pfaffle St. SIMPSON CMSTC16 STRAP Tigard, Oregon APPLIED TO INSIDE FACE SPLICE LOCATION y 4'-0' MiN_ y 41-0" MiN. OF TOP (2) PLATES CENTERED ON MIDDLE SHEATHING EDGE (3) 2x6 TOP PLATE SPLICE LOCATION PLATE JOINT. NAILING SPLICE LOCATION 1- I 11,-- ----1 03/16) _ -_ ii, ! it�,l�a�lii111114111111111111141011110111111111�l�i1�.a 1�� l�'i Ali►AIMir'r�I- 'IL-- -i 14555x5 PER DETAIL 3/85.1 ��;1�' !!�l.l��l�il�lii1111111111116111111111111121a2111111111,12111111111 l�lil 11.111 MIN ESNil��il��IIIIW II G ? i i 1 1 •s.-• 1.-. NOTES: Sheet Title: i NOTE- REFERENCE DETAIL 1/55.1 FDR 1111 i/4> TRIPLE 2x6 TOP PLATE 1- -1 ►� � NOTE: 1 -1 i;►"' � ADD ITiONAL INFORMATION NOT IF JOIST CENTERLINE IS WITHIN 6 INCHES OF 16d NAILS 6 6' O.C. I I REFERENCE DETAIL I/55.1 FOR I Strictural CORNER POST CENTERLINE, ADJUST JOIST AT CENTERLINE i I ;! ADDITIONAL INFORMATION NOT I SHOWN III SPACING iN THIS BAY SO CENTERLINE Detail I ( I ;, SHOWN I I ;;� AT s(M.: JOISTS PARALLEL TO II I ALIGNS WITH COLUMNS. OTHERWISE, ADD AN i' WALL, REF. 2/S5.1 FOR ADDITIONAL 1 11 ADDITIONAL 13'-6" LONG JOIST AT CORNER AT SIM.: JOISTS PARALLEL TO INFORMATION NOT si-TOWN 11 POST CENTERLINE. AT END OF THE -JN-- -\- -`-.- -\- -\- -`_... -\- WALL, REF. 2/55.1 FOR ADDITIONAL (PROVIDE BLKG 6 2 -0 O.C. 11 ADDITIONAL JOIST, PROVIDE TJi HEADER INFORMATION NOT SHOWN 1111 I) WI MiT318 HANGERS EA. END. 3'-9" " I ETHER SiDE OF 14555x5) II 11 i ( u 1 i- _�= ___== II II N N i II 5/8 .x4 112 THREADED STUD O --T i ON A i�11 SIMPSON CNW 5/S COUPLER NUT.Ii 111111 (2) ROWS OF (IS) 16d NAILS j I 1 11 •a 3 O.0 EA. SIDE OF ii i.. h. I I �'I 1k 0 1, II/ SIMPSON LTT139 TENSION TIE SPLICE LOCATION 4'-0" MIN. 4'-0" MIN. MIDDLE PLATE JOINT i; 3/16! I I 'I 5116 V II it Wi 5/8" A36 THREADED y �' '1 SIMPSON A35 CLIPS EA. FACE I I ,i SIMPSON 148 TIES EA. JOIST 1 ; ROD THROUGH 6x6 POST SHEATHING EDGE C3) 2x6 TOP PLATE OF 6x6 POST TO TOP PLATE I I ", EITHER SiDE OF 14555x5 I► ;1 NAILING Ili is TJI JOIST PER PLAN SPLICE LOCATION ! CONNECTION TO TOP PLATE i1 iI SEE NOTE. IIIPIIIIIIIIIIIIIMIIIIKIIIIIIIIIIIIIIIIIIIIIIIIIII1NM"IM' ' IIIINIIIIMMIIIIIVlllMallIllIlliMIHIM,IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIKIIMIIIIIIIIidIIIIIIIIIIIIIIIIIIIII 11 - II ±N1�[�aitini 1■Iit�t�!I�S��ilt�t�lit�'��1�' ■I tit!/�i(�t!�t�tJ■eft•1t-�111111 !�it'�R11111 I�l�!tii , 6x6 WOOD POST CONT. ' lE 1/4x5x0'-10" W/ (2) 1/2"0x41 Revisions: 1'�`�'�� TD TOP PLATE II =- -• - ___ ____ `_ i i I 1 � 1 � i 1 I LAG BOLT 6 S D.C. AND ct II ;--- ---TillITIF-4,11111111111111.1111111.11171111-10111111111111111------ / j i( 1 TRIPLE 2x6 TOP PLATE 1 14555x5 COLUMN PER PLAN II '' 4r 16d NAILS 6 6" O.C.-/ !'' I�I a GOVT. TO TOP PLATE. `�, I , � 2 AT CENTERLINE � ,, , I I` Ii _ . :1. +�A' 1� 11 -\--- - - - - ---\-- �„ GLULAM 5 118 14EADER. 148812x4 �-- �-. \- �- •REF. DETAIL 6/55.1 1 •REF. DETAIL 1/55.1 14855x5 COL. 1 � •ATTACH TO 6x6 P05T W/ PER PLAN II GLULAM SM PER PLAN W/ SPLICE LOCATION 1 SIMPSON HUCQ525/11-SD5 1 II SIMPSON HUCQ525I11-SDS HANGERS EA. END. 1 HANGER EA. END 1 i" 114 iI 6x6 WOOD POST CONT. TO OPTION TOP OF PARAPET. 11 GLULAM SEAM AT CORNER POST 12 TRiPL.E 2x6 TOP PLATE SPLICE 13 GLULAM BEAM AT GLULAM SEAM 14 1-18812x4 1-4EADER AT 1-455 " X COLUMN AAI ENGINEERING., 2007, ALL RIGHTS Sa.1 20250111 CLC 1" = 1'-0" S�.1 20250112-C CLC SCALE: 1" = 1'-0" 55,1 20250113-C CLC SCALE: 3/4" = i'-O" 55.1 20250113 CLC SCALE: 3/4" = 1'-0" RESERVED© THESE DRAWINGS ARE THE PROPERTY OF AM ENGINEERING. AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MI ENGINEERING Date: 13 December 2007 Drawn by: Checked by: , EMO/CLC SY AAI Job Number: A07202 0 0 N Z-; N Sheet ki E , § Building C Permit Set - December 2007 S5. 1 13 , ‘.` . . . fE 5/8x0x11-3" UV (4) 3/4'4, i < A325N SOLTS l'E 5/8,x8x1'-3" / / EDGE OF ROOF 9" EQ, EQ. 9' DECKING / 1 1- ---1 MILDREN DESIGN GROUP, P.C. i_. 1 1 204,x2 1/2' SCI-I. 40 PIPE ARCHITECTURE ■ SPACE PLANN-INC.; 1 ..c,,,i ....._ _ ___ ____ 4 SPACED AS SI-IOWN , 2 1/2H ',AM", (1) 2) — 7650 S.W. Beveland, Suite 120 te 1/4x1 CONT. I" .441, 1" . ;Mr7.1: 1---7 Tigard, Oregon 97223-8692 - — i0 A... Ilan Z-`-,\ - -,--1 - . 7 -..2- ■ - '- Ellink.- - 45' MITER.ED CORNER Voice: 503-244-0552 - a71 , 4 .- 1 --N. — _ i i I " ii 11 li ' 1 1 h.-7 - , 1 ! li . r Fax: 503-244-0417 1 Z i H , , , • : , , ITRT17:1 41.4oNG I_i • ..- N' 1/4 r '2 1 IONS i I I I I 4 I/2" 1 TYP TYF'. i I\ i 1 3/16 V 3012 1/4 V 1 i .11 / ._ 1 , I I I 1 1 1 h ROOF DECKING /TYP. EA. t 1 . SECTION 5-5 0 1/4 V \ENID SECTION A-A AA I afghan associates,inc. 1-1655x5 COLUMN ,-1-4Sx ' COLUMN !BRICK VENEER PER ARCH. PER PLAN PER PLAN ENGINEERING . C15 F'ER PLAN 4875 SW Griffithivelttl Su:p300801,8eatolvertan.OR!97005 ! C15 PER PLAN ---T---,Nr--r- 503.620.3030 tel.I 503.620.5539 fax I www.aaieng.com Agii, 11 Project No.A06223.11 tAV1 TYPe Vg"'.'''''''''''"'"'"'7,-------- li I ROOF DECK PER „_____ 2=eri.S27;,; i i-P: ",&=:= 11 I 1-ISS12x4 HEADER !., 'ri Ai PLAN 1,4 C15 PER PLAN ,-, q 11 5 ROOF DECK PER C15 PER PLAN BELOW riREfftz4/35 --'-'tft, _i PLAN I I C15 PER PLAN oi, i li 1 - C. CI5x3 .9 , . 01 ZNI <5033321:14, ! ifi r- ----, .. : :„, r---- 1/4 Pr A rialw r,,,...— .--:-...- x i 1 ........c: ,1 .f...... ii1( !I i. _ - _„-_ -- , tri i \ , ) ri-----'/ f; ''.--- li r - 1 iNi 4-4SS COLUMN PE — .4 $046% -.. - 1, Q , P III il , = ..C1.5x33,..9„ - - --- - i . • 1 \ m PLAN • ,.....„_, 7— i 11 f'-' ( ,, if--;\ 441 rt ,W E l \ L.// \..--i, \-,..?, pr irt II tj 24 of3 OW 1 I - --It NIL. 0 i Aw. (3/16)N ii. .. e(3/16)N I 1/2" TYPE "15" le GA. GALV. 11 i ear,.... 3/161C3e12 1/4 V e 1- er '14 \ . METAL ROOF DECK. i 1 1 . ZN ' weNA.sio Q. EQ. •ATTACH TO SUF'PORTS AND I I'l , di 15 1-1SS6x3 SEAM PER PLAN I L3x3x1/4 CONT. / 41 PERIMETER UJ/ 1/16". A301 1 111 I EXPIRES: 6/30/08 I 5OLTS W/ HEX NUT AND I • 3/161/ WASHER ID 12" D.C. (GALV.) III t ), L3x3x1/4 CONT., TYP. 4 4 I •CONNECT SIDE LAP W/ *10 TEK MATCH ROOF SLOPE 1-16612x4 HEADER . I 1-ISSE3x4x3/a (x5 5/e3") SCREWS e ia," O.C. (GALV.) -- #1, 1 1/4' / -REF. DETAIL 1/55,1 CL R a HSS12x4 I-IEADER 1/4 V -REF. DETAIL 1/55.1 .......L.N....1,_ , 1 TYPICAL CANOPY FLAN 0 'CANOPY SUPPORT AT ROOF DECK 3 CANOPY SUPPORT AT ROOF DECK C). NOT USED ... , S '.2 20250201 CLC SCALE: 1/4" . l'-0" 5 .-2 20250202 CLC SCALE: ln = 11-0" 55.2 20250203 CLC SCALE: 1" . V-0" 55.2 20250204 EMO SCALE: r = 1'4Y' ---E - 11---=--:-''----:=-7:-==-- EXTERIOR STEEL LADDER PER ARCHITECTURAL Is I SIMPSON I5P5/SPC SEI-41N D ADDMONAL 4x4 POST LADDER STANDOFF PLATE ABOVE AND BELOW TOP PLATE TO TOP 1 Owner: 1 I/4"4, STAINLESS STEEL SCH 40 OF PARAPET J PIPE SLEEVE CORE DRILL HOLE IN SRICK AND Cedar Hills PE ARCH. BRICK VENEER--\ g CAULK PERIMETE \ R R —I... ? L Development 1 r . TAME wawa non griog , , 915 NW Torreyview Lane 2x6 WOOD STUDS EA. SIDE Portland, Oregon 97229 5/8"4) A301 THROUGI-1 OF 4x4 ATTACH UJ/ I0d 5OLT I.U/ 1-4EX NUT NAILS e 12' OC , . AND UJASI-ER, TYP. 4 SIMPSON LSTAlS STRAPS CENTERED ON TOP PLATE EA. FACE, ATTACI-4 STUD NOTE: TO STUD TYPICAL COORDINATE LOCATION OF LADDER AND ADDITIONAL FRAMING W/ Project: ARCHITECTURAL DRAWINGS Pacific 5 LADDER AT WALL Crossroads 55.2 20250205 EMO SCALE: 1" Corporate Center SW Pfaffle St. Tigard, Oregon Sheet Title: Structural Details Revisions: AAI ENGINEERING., 2007, ALL RIGHTS RESERVED() THESE DRAWINGS ARE THE PlOPEPTY OF AM ENGINEERING, AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF AM ENGINEERING Date: 13 December 200'7 , Drawn by: Checked by: , EMO/CLC SY , AAI Job Number: A07202 0 , , 0 c., Sheet, . 0) Building C Permit Set - December 2007 S5.2 ,,, CD CI , /f