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Plans (20)
BU P2008-00056 PACIFIC CROSSROADS 8020 SW PFAFFLE ST City of Tigard, Oregon • 13125 SW Hall Blvd. • Tigard, OR 97223 March 27, 2008 ml RE: NEW 5,041 Std FT BUILDING Proiect Information Building Permit: BUP2008-00056 Occupancy B Tenant Name: Pacific Crossroads Type of Construction: 5-B Address: 8020 SW Pfaffle St. Occupant Load: 51 Area: 5,041 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. This building does not meet the requirement for separation of exits. There will be no occupancy with this permit so the separation of exits will be addressed with the tenant improvement permit. 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 %/ hours of illumination in case of primary power loss. (Sec. 1006.3) FYI Phone: 503.639.4171 • Fax: 503.684.7297 • www.tigard-or.gov • TTY Relay: 503.684.2772 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 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, 1 Dan Nelson, Senior Plans Examiner (503)718-2436 dann @tigard-or.gov , , 2 ,,, - ,•,- - R.C. MILDREN DESIGN 9Ci.)°,1_, ARCHITECTURE . , 1-----0 L...71 0 0 /7.-(--:::)''fl r"---' , 0 , 1' 0 L) ( ---') r--------) C I if C C ri 41 S S ri 41° CI) 11 ‘IS C II° r • 10 rill (1-1:-) Ili Li 1"-------j17 ,(:1-_-_ ,LI J CI) C I) (*------- rill itil , -_: , , , ,„ 7650 S.W. Tigard, 0 ,• Be Voicc. 0 rego veilla91-17223-8692 -03-244-0552 Fax: 503-244-0417 , ', -1,-- ,,1,.. .,: ' '-' 1 . SPACE suiLliePNI,(1:,42ITo\TG K.,..,... j ,.........._., CI) a d Su ls .4?),,z......), <c.,.0 14_s,t-4 'A 0 0 A 0 Special l Inspections INSPECTION PROGRAM DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS PROFESSIONAL IN RESPONSIBLE ALL BE SUBMITTEDSHTAOLLTHE oNSSIHBLE CHARGE WHO SHALL A °I., JR a ' 5. i N 0-3 OFFICIAL E■ . - 3 F BUILDING„ LID U[1110 lln 0 0 1:3 crmti • 1 0 FOR SPECIAL REGISTERED DESIGN PROFESS THEM TS HAVE ' ( x 1, TO THE -U SUBMITTAL DOCUMEN. .cE TO • STRUCTURAL SHEET S..- AND CHAPTER 17. FORWARD • • A-1, • DEFERRED AL CONFORMAN I—) ,_., or Thlls • ii. iption. SEE STRUCTssG SECTION 109 REVIEW THEM AND ING THAT THE D BE IN GENER . ALL TAL ITEMS SH E cy unL._) Leg Description:Legal Des , PER 2007 0 NOTATION INDICATING REVIEWED AND BEEN FOUND T°nEFERRED SUBMIT efilty (z0 THE - DOCUMENTS HAVE CU 0 an X LOTS 501, 400 1002 BEEN THE DESIGN OF THE BUILDING. AND SUBMITTAL D -4.; OF E DESIGN A UNTIL TH OFFICIAL.0 N 0 ° C 1S136CD, TA a NOT BE INSTALLED U BUILDING - D By THE Observation BEEN APPROVE NT General Contractor: Structural Ob seQUIRED STRUCTURAL BE OR REVIEW OF DESIGN INTENT FOLLOWING ° Owner* Foci 'f i c Crest SW KABLE LAN--.' Stru c tu res, F. SUITE 900 In c. Zone ZONE: Analysis. C-P OBSERVATIONS._ STRUCTURAL ERVATIONS. SHEET S1.0 FOR RE NOTE: SUBMIT SHOP DRARWITNOGSFAF 1. ROOF TRUSS DESIGN FABRICATION OF THE 7233 OFFICE 2. HVAC DESIGN PROPOSED USE: Deferred Submittals Hills Develop Cedar ment PORTLAND, OREGON 97224 4. PLUMBING DESIGN NW TORREYVIEW LANE VOICE: 503-968-8949 VOLTAGE 5. LOW 915 N- ERSON: GLEN KISER PORTLAND, OREGON 97229 CONTACT P . t Projec Contacts: CIVIL ENGINEER: • ` erin g ,/,‘AI Engine E.SUITE 300 ARCHITECT: C c. 4875 SW GRIFFITH DRIV , Sheet Index M II dren ° n GrouP' • D es I g . SUITE 120 m 97005 BEAVERTON, OREGON FAX: 503-620-5539 A0.1 COVER SHEET REFERENCE ONLY B VELAND STREET, VOICE: 503-620-3030 CRAIG AX SITE PLAN - FOR RE_ERENCE ONLY 7650 S.W. - E HARRIS A1.1 FOR F OREGON 97223 CONTACT PERSON: CRA A1.2 SITE DETAILS - Owner: PORTLAND, 944-0417 FLOOR PLAN 2 FAX: 503-- • ELECTRICAL DESIGN A2.1 . 503-244-055- ENGINEER: ELEVATIONS STRUCTURAL ENGIN VOICE. STRUC A3.1 NG SECTIONS MILDREN . PERSON: GENE BUILDING CONTACT PE /A A I Engineering A4.1 L SECTIONS nt A4.2 WALL Development DRIVE;SUITE 300 DETAILS LANDSCAPE ARCHITECT 4875 SW GRIFFITH A5.1 7005 GENERAL NOTES Ns Clifford Design BEAVERTON, OREGON 9 FAX: 503-620-5539 51.0 STRUCTURAL AND FRAMING PLANS 503-620-3030 FOUNDATION 17870 SW MANDa LANE 0 VOICE: STEVE YOUNG S2.1 FOUNDATION DETAILS - CONTACT PERSON: STE S4.1 "— -77-:.,':,, I 'L.'''''E'll) '',.:,—,7-77.1.-1 hi RE.%..u.,, ,,- SHERWOOD, OREGON 9714 FRAMING DETAILS -----7 el Al. 1 ti%;:C,,,,t",„;',-i';:::t-P "f'l*1 (.....,,D.eciaity Code_ view Lane 6 S5.1 q,PE,,,- FRAMING DETAILS 915 NW Torrey VOICE: 503-925-025 S5.2 FRA- S%t'ate of Oreqcsr, Slitl._Is:tu,Lf.,____ Oregon 97229 CLIFFORD _, Portland, PERSON: JOHN C ng steei 121--1;1:11crste 'an d Re,,inforc, ' d in Concrete P olts /nstaile CONTACT DEFERRED Concrete* Frame of" G,AR1:* - e '.' 1 Fiqr'',Ttent.Resisting i 0 Spty.ta ,... Prestressing Steel Tendons APPMed f I 0 Roinforcirig Ste& & iti(maily Aivrtwed...........•-•: i . Pk*SPti*Aar '- '. tural Iiiieiding ' Fire Abuts aw".1 `-'_.„ see Lauer*:FoIlow....o.4m....t.ri•Sledionlad -_, Attluil, 771"-"4.4-c Pert nit/guild:mil I-5c' , F.. . ,,,, ,, ,4;„g c.treng,,e1 r.,0i,„ 0 !dish— ' Project: Cedar Hills ..... .... lalunibhil ...i., • E3 Struciurai Piiariz.,rY liketriai • 4111---L ** Ad. 1--,,•-4:44.._.. k-, Trios Eiteneedni") .....1=::,7.7 By: itik7°'"' ri Reinforced Gyrotin Concrete-ncrete pacific shop Drawings t--1. ,..-4 ff"' ,,,,,,,,e Fill , ,-, „„,onc-i- rj IlisL1131'n'j !i fi Fzi P tive Materiais .,---" N'''-' t.,((r\--1.\-4---"::: - c-_---i t." r %,i'Apn.,e.... . ,re-.,esis OEt-------€. 3---b_t - , VE-C\-W-:6-k? E3 Sp-a, - /-- ,- t?,0-1C--1<-- "1°R°VEI)T4:17AA;TISACITElls 1. ,-s Driiied Piers . - and Caissons Corp. Center _ P11-1-tkCli t/C r':::" t1/4:-'\''' 41_6- -n .:,t( IINCIJID U 'S E !CATION BOOK 0 piin,...J. , "t AnalYSISm Si e I 2 1' I.o t A AREA (.33 ACRES) ......., C ‘...-,,-.-,_,._..„(N-2-.\ -'-1" - *sleeP CALCS t(TFJCI"ORAL wr GEOTECH REPO ."*". C DocumENTs mis n sz"-- tcreto - -ilo i Grading, Excavat. 0 spec.a 4' rAs 1 Ski$0,ii :.... 'ion and Fiiiirig f3uilding SW Pfaffle St. A SITE: 14,517 SF % COVERAGE ALLOWED p-Acantro .v 0 Sm°- Tigard, Oregon % COVERAGE insnoctions ., . SITE AREA = 0 Other , AREA .. , . , . IMPERVIOUS AREA: 5,041 SF 85% '- , 7,268 SF 84.7% , BUILDING B = _ REQUIRED PAVING AREA - 12,309 SF % COVERAGE R PA IMPERVIOUS AREA = % COVERAGE TOTAL IMPE 15% , AREA 15.21% 2,208 SF REQUIRED LANDSCAPE: A ..., OFFICE COPY LANDSCAPE ARE MIN. = 1,4, PROVIDED COMPACT = 50%) MAX. *L--- 4 I Sheet Title: STALLS (9 CO PARKING: 18 ACCESSIBLE STALL 1 ACCESS TOTAL = POOL STALL A Crossroads 1 CARPOOL/VAN 0.5 =_. 2.5 --,4„,-,-- ,.,,,,.,„ ::.riiiii 5,041 / 1,00° = 5.0" , SITE ,,.._,, ,,,,,,,,,v ., „ .,„4, Is : t, .. , *„.,„..., , v.i - L,,- 1 - l'. 1 Sheet ., ,,. .3',..,...., p.:',,,,,. ,:-. ‘,:.:01,41: ,, k. '''`if'''„ ,;::.4.:' tga-,,.. P ..„ ,..!#-• Cover 3 07:...,74,4:t1'1:. ' . '..1-= t --,:','---':., ' , ,, -' I '..,i f,'' -::i 4'4.e - ',. ' ,',,,i47'. - ( ,.-017:::-, ',-, - , - ' BICYCLE PARKING = ,,,,, , , 4,.. ,4 _ ,,..,, ,,,,Iftic,--'' -,','", , * A 0., = ' !:'!:, iite„.„. , ,,,,,, ,' ,4.:',Pti4=A `;', ,..: .1 -i l'''''''''''''t , , ,, ,,,,,.• , ,,,,,,,,,,,,, , .,.,„,„„, ,,„., , .,,„ ------ , ,,,: ....ui,,,, i,' , ,., ...,,,,,,i,,i -, ,„,, ::1F-.)2.3, : ,,,,,k , . - , , ,,,,,, .. . ., . „ , . • .1i. ' .:4:4),;' 'Ai Lit,:'; ,,,i - -, SW Pfa ffle Street „ N . 4 , , .'. •. „.,.... ,,,-,,,...1"Z7,i-•; • , :•:.'•-,;,..1,-. ' 1 '-*; • ' , ' .. ..... „Ammo - . : . ., * -ki,,,,-tel 1 ' P , .*"..%44. 1 ,. , 1 , ii- ' - . , 0!..oit, ' _..;:-., ' -4,-,4,--,',.': ' , ‘,,,,,,,),,,,,i,-, ,, - -. . , - #:. ,' , ,,,, . ,-,4 , -,.=.,-, .,;,.- ,,,,, ,,,, li wia , , • , , , , . ,•4-_ , . ,f, ;06-4.' ,,;,-,-,7 * '-'- • • ...,,,,,,,,,,-... * ,- ' - - ,,,,. .0. 111111111SEIMMIfj• -111111---7-------- - - nips_...........____---- -- Pligell. --------7 ---- , ...---- .v. ,9 99 , J• • ,, , ., ... , s', :. siaingnifirfinailliiiial'------7----- I , .„. WillX ----inom-in...,_-_-,,,,,,---±-.--,..!=-7.1:-..=---- -- 111910--------- --- - ' ,. mt , -4411111111111111111M_ .r. - i . x . Code Analysis AND SPECIALTY CODE ..,-j I ,m . ., ,,,4p*. Cod _ __-ON STRUCTURAL A 5 1111 NB m , A. , ,. low - Revisions: Building _ BASED ON THE 2007 Ot<t_t, ' f.:,,„, „. . '' 4,,,,,,„ „..- -1.41145-, ,,,p, ,, ,,, at , ,,,b, -- ...1, . , . :— , , UNDER THIS PERMIT) , .., . , ' t„...4..s. , , , .7 , s„.., ,.i:.,;-,‘-".:-,:ltaii;wt.H--,f'r'.::,,•-`,,?,..,,,,,, ,fi :,,,,,,:,,,c,,,,ii.,riiz, :::,,,,,i .iii, ,t;7:,,,,. ,,.:1...,.,-..,,,,,,.4,,....1',,,,7,,,.,,,„,:iii.,,:::,,r:,•;:,,,,,:;,:',:,!:‘,,,:,,,,,,,,i,,::*::',:::::,,,,,,,,,',:.,,,I,A;;;7:,•i,,,,p,'..i,z'..,:r.s•,,,T,,,':,,,,,,,,,,,,,,,,,.,.,,,,,,,,.;.,;f,'._1',41,,,,,s,:!:..,,,;:slii.,,,,•,,,,,:i' .,..,,,.-- -,',-,,,,:' *,,,,,,,,,,,,,2,,s,,,-• „,.,,•,,,..„.,,,,,,,,,,,„.„,t,,,,:,-,,,,,,:::41',-;,,ii';,, ::ii %"''''''- :ii:'1,'..,"''''0,'*,.,.,,:::',,,', ',,,, ,,, T_,,,,,,*ri.l.....,,,'.' .1..„',. i.r:,,,':.;'x''P‘',,,,i', .,:,,,.,.., , N 11\ ;•,7. , ,, s • 4,.., is-v #, ti,..'s •,...0000. ,..- , s ,.',.. .1 - , , s,, s A. , , .■ , , , 1 ' ' ' '')(0 ..(` ;,:„:,,,,,,.' •+ , CY AND CONSTRUCTIO B (NOTE: N „ s , , ,..„.,..... , ,,s,, 4 , OCCUPAN \111,1,1, 11166 1 i--- --- , - -4.,- ,- ',4),,a' .Th.'4e:-- -::' ' /Id” ' • ^, : ' 7 i'''!'tl:::i: ASSUMED OCCUPANCY: Pv_ERB IBC 3040.10cAcNuDpA60N2c.y ' 1•=11111111, - . 1 • ,i. ,,, ,,.. ,,.. , CONSTRUCTION TYPE. 111,aa. - _ , .._ ... PER IBC TABLE 503 octal!!! spi_ H _ iirialiffild''''''' --- 4,-,,,,, , '. . c„. . „•, ,.,„, ,, . , . ...,,,, .,.,,,, , , , , A ' fri7iitesiiMiiiiiiiikliugafillil 1 x ,,. .., , , .. J.I.J., 1.' ' `, , MIL4....,..1161115 - Fop I I , - ,,,,4 ^l't.r,r,, ,,,c.- „,,,,„**,,,orv,., ittiAt ,,:.;.,' ',...;,';,,t,,,,,z.:;',,,'`.... `*. '- . ,;,'-,s,''',.,,,.`- -:-., -„,;•'.!1-, .k..,,t--)::: **' BUILDING HEIGHT AND ARE 9,000 SF 14 111111INgilall 00 2 STORIES 1 1 6, 00 6 ( ) Li ALLOWABLE AREA: . ..,,,,..... -10„,. ,..,„,....,,„„'s,..„' s,:-,,,,,,,,,•,,2.,-..-„,-,s..?:•;,,,,:,,,,,, ,,,, ,, -s,,,,, ,;,-:‘,.,.., .5.-,..--f-,' • , s. ,,, - • , . .,* ,,, it :, . 5,041 SF ( ) 00 ALLOWABLE HEIGHT.REA: It 91, \\.v. ACTUAL BUILDING A 1 STORY , \ \._ ACTUAL HEIGHT: ) * x , .. , ''•'1•-:,,,.'; ., i l' 1-111. ' 1 / '''''' ' ' '''' •i' - --osr't ' . PER IBC TABLE 601 E W , S , .5-2.42-_,,. ,,t , , 4.44,, „i„,; -.•1-,,„.,.-4 - ,, ‘,..,„, 't,Is- N A TING REQUIREMENTS 0 HRS. . . , .. , . . , s ,,s . ., . , ' . . ..40, , , A , I "r, 0 HRS. 0 HRS. , 'Or 0 MAW° irlINWO NNW* WORM rr*Nst FIRE RESISTANCE RA 0 HRS. 0 HRS. '.',...'....***.Illi swift , NM* ,MMOS I I ) r I "---1- ------------------is ---__ ._ , STRUCTURAL FRAME. O HRS. PER IBC TABLE 602 x . , , a , , ,, ■ , ALL 0 HRS. ,. . _ ...... A -------- ' i.:"illi — 11 . .ifill41111 i _ _ _ — I . ... a 2 .2, ,. , , , . .. . .. , . , . . .„ SIGN GROUP, MILDREN DESIGN © 2007 A p•c.„ EXTERIOR WALLS I , , ' '-'' ' 10 , * , , ' RIGHTS RESE WA . RIOR BEARING WALLS: EXTERIOR NON-BEARING 0 HRS. ma. ., — .. , . ., ... .. ., ... , , , „ , , I., , ' - LLS: , 1) , ,,, . . , , .. , , . „ THESE DRAWINGS A p C. AND ARE DESIGN GROUP, P.C.,IENXTTEERRIOR NON-BEARING WA O HRS. 4. , " ' ' " „ , MILDREN DES REPRODUCED IN ANY SECTION 1014.3 i .-. ,.., . . , , „ USED OR PRIOR WRITTEN FLOOR CONSTRUCTION.I. 0 HRS. 0 PER OSSC S 1 I st: '' Ii COMM MOWN *SM. .-•, , ,- ..,, , , . „,,,,..- ,,,.., -•' •,..L. NOT TO BE T WITH THE , , ... „ ,..., EXCEPT GROUP, P.C. ,...1 a2Pwr )< 1.1014". .74Ftil MANNER, N DESIGN ON OF MILDRE NOT EXCEED 75S'S-C "SECTION 1016.3 1 "ea \ . Dar** ' ""! PERMISSION, ROOF CONSTRUCTION. DISTANCE DOES _00,_ 0" PER OS SC ..,.. , .. ' irs . „L„ .„, 2007 OF EGRESS TRAVEL NOT EXCEED 3 r-- 1, ,. , , .. ..,,,, , . ,,,, , ,,,,„.„ . , . u. ,..„ ,„ . 13 December 121111 '-'5fin. ,,...,.. ., COMMON PATH TRAVEL DISTANCE D ' J., , , , 9 , EXIT ACCESS TR } i.,i.' 1 I Date: OCCUPANCY REQUIREMENTS 60 AND 602 , ,, , . , , , , ',•:','':' '' s ,,,,, „vs.. ,,, ,-- "0"-'w-- - ' ''•'-'- r' ' ' ' '', . ',, 22-, ' .'...° . , .. .' 1- .,„..,g,,,...,;.- ,, ;,--: , ,,.. .., , Drawn by Checked by , _. , , , B OCCUPANCY: D OPENINGS PER TABLE 70 ._,, E 704.8, - 1 AND 602 , , ri ,.... 1 1 I I I ri ' , , , ,, . ,,,,.„,, ,.„,, , . . — * ' %.' 4,, ^r t* st , k„,,tf',40iir's ,.... ..„.. ., ,., ,, , , , ,) 7 '.1111 -.- ' :"'": rte.,.0` ' ...,w' 4e ,. ,, WEM IMI TED UNPROTECTED 4 d 60.! AND 602 , „ ,, 1 1 t ) I ' ' ''.* ' ' S. *-**: ''' .0;i;‘'',.;0 4,,, „,,,,,o," BKS/MRW , 1, En'affl■ n 1 1 ., , ,,,,.. , , ,, ,, ,,„ ..„ NORTH WALL = UNLIMITED UNPROTECTED OPENINGS.__NIN Gs pERR TI A_LE 704.8, 60031 fiND 602 OPENINGS PER AB TABLE 704.8, 6 A , , Ill . s .,,. , 1 I , ., ,, , . .,,,,,,,, 0, --•,•-•,•‘., .,,,,,,, .- ,,,' , , :',,' ' ,„,,..44`,. ..-.js,,,,,, 10:44,..4, ,-).6,, 106244.01 OPENINGS SOUTH WALL 1 C , r''•-•4,-h r:.1,u,-..,,•,-,-..r:-,' ;,...,t,' 1 ,,,,,of ‘ -,,4- Job Number: , ,1 4 p,i,,,,:,,,,I,9;t,u,;,,,,, ,.*, f... ,,r--. lt. , 4,40:::::: ' .7.„''',.='':,EY e':'''4.i 1' ''''.. ' PROTECTED/UNPROTECTED -7.--- UNLIMITED UNPROTECTED OPENINGS P , .06 1 1 ± _ _ L — -.4)1/41.4.....r.....r , , , s , :, 0 , * ‘11F' , ,Et:roP'.' ''' ' ' 6 X \ I PROTECTE EAST WALL = UNLIMITED UNPROTECTED I 1 1 i 1 1 — — x . , ,. , , , ., , . , .0...I., ,, .,,, , , , , ,.,, „, ,it,,, WEST WALL - 1 X Sheet ,,-.,,;;,31-:, l , ,......, , , , , ‘ .. . ,,,,,..,h.,g,,,,- ' s' ,,,... ';:',:ic.,,, A,,,,-, , 1,1 100 , A„„. 1 I • I 1011 I ' I ' ' ' -I- ,11111', .,,, -• zil':g",),: ,,,,Ipti. Ith - , 'I, i• :,..,.„,,, ,:., , -,,-,.,.,„ ,0,-,,4r,Ai '‘,‘ PER IBC TABLE 1019.1 1 1111 1 „4..;--.4?,,,,,, 14,,,, ,i,t1' 'f4,,,,.. , it ' ': : '' '''' ' . , ,' *# .-,"i''';3.. 63 . , „, 0, , MINIMUM NUMBER OF EXITS 2 I; tow- - _ x ,, --,..,,,,. ,6 „,....„ ,,:y.,,, ,„„-, ,.,,.. ..... REQUIRED: 2 7 1 , it mii.. Vicinity Map A0. 1 THE BUILDING IS 1 , , , Al Illi vi ""'' 2007 _ PROVIDED: NA TED A T ALL TIMES I Permit Set g RGE SHALL BE ILLUMINATED X --X- ir Not December LEVEL. Ii , . ..._,...., to Scale - X — • ' PER SECTION 1006 DING EXIT DISCHARGE, N 0 A T THE FL CALL Y Building A perm. il F EGRESS, INCLUImum 1 FC ILLUMINATION LL AUTOMATICALLY A EGRESS ILLUMINATION MEANS 0 ELECTRICAL SYSTEM SHNA OF THE EXTERIOR EXIT RE THE PROPERTY EOF PROVIDE MIN SUPPLEMENTED.:... OCCUPIED.. THE PORTION Y FAILURE, AN E YS AND AISLES ILLUMINATION sU T .N 90 WITH THE EXIT il F POWER SUPPLY S PASSAGEWAYS OF NOT LESS THAN Key Plan -------1 GE DOORWAYS R A DURATION t IN THE EVENT 0 ACCESS CORRIDORS, EXIT DISCHARGE POWER FOR / Not to Scale 1, LIGHTING ILLUMINATE EXIT ACC IMMEDIATELY ADJACENT TO ABLE OF PROVIDING PO 1 4 EMERGENCY LIG DISCHARGE IMMEDICY POWER SUPPLY CAP i WITH AN EMERGENCY SECTION 1006.3. EMERGENCY ELECT AND \■,,, ,......1 i MINUTES PER OSSC , , N,°---...,......, ....,_____________________ l Keynotes 1. EXISTING DRIVE 2. TRASH ENCLOSURE - SEE DETAIL 8/A1.2 -.•. 3. EXISTING FENCE TO REMAIN MILDREN DESIGN GROUP, RC. 4. TRANSFORMER PAD 5. PROPOSED ACCESS EASEMENT ARCHITECTURE a. sP��E PLANNING 6. RIGHT OF WAY DEDICATION 7650 S.W. Beveland, Suite 120 7. BICYCLE PARKING - SEE DETAIL 7/M.2 Tigard, Oregon 97223-$092 8. TVFR HAMMERHEAD TURN Voice: 503-244-0552 SW Pfaffle Street 9. TVFR TURNING RADIUS Fax: 503-244-0417 10. LOT LINE TO BE VACATED # ____. .. 11. PROPOSED LOT LINE 12. WIDEN EXISTING ACCESS 0 13. NEW CONCRETE SIDEWALK 5,_Of, 57_0„ 14. REMOVE EXISTING CURB 15. VISION CLEARANCE 40'-0" 104'-11i" 20,_3„ 16. STANDARD ACCESSIBLE PARKING STALL 57_177 30'-0" 30 -0" , 17. VAN ACCESSIBLE PARKING STALL AND SIGNAGE -- SEE 10' 0" 10'-1 10$-1i" o DETAIL 1/A1.2 SIMILAR « 18. CONCRETE PAD FOR MAILBOXES CONFIRM LOCATION WITH USPS - - ► '' 19. CARPOOL/VANPOOL PARKING WITH SIGNAGE - SEE DETAIL 5/A1.2 L -�� �/i 6101,,MONNIMMOtal.r....Willi r 20. PAINT CURB RED WITH "NO PARKING FIRE LANE" IN WHITE PAINT; \ / r \\lill / LETTERS TO BE 1 WIDE x 6" HIGH/.4 Alr a, 4.4111111111111 %�' fkapArimmgrapArjrallrAILM .,� o - !•_ ,,.w. r►r... ..111MIN o. ..a......... ..r-�11�....YL.�1.. .�.�swmi ,...rNmnN■..■CAS�a� ° 21.bedi r rdill tOD AlitS›, � ° 4 ° ° a •••. ° . 4 o t3 0 d ° a°, d' a a 22 BOLLARD -, . ° 0.W ,- ... 4444 d 4 d ° d 4d G 4 4 °' 4 . 4 ° 4 ° 4 a a ..�aw�J.r•��rr.rw�.r�rr�ri.rJ../iri/i./ir�rr�i..r�ir:w.r:r.►.,:�airJr.rrrr V"irr� -. e ANT • T IRE HYDRANT ^, ���� �rwrriv�rrrs.r.�..s.� wl�.rr��.w►r.va�.w�.rsr.r• w.w!�� .. _ r - - a a o a • A .� i J..w .r.,ri►�.�J�.►.v.�.w•�rr�rw!;�► J yr�rlJiri.rrn.r�..�rrJr.�'�.c.•.arir�f�ww ► _ _ _ .. _._ ° � e , � � For--, � � „�_ � � I�•'�/�'Jw�iwr�.��.raw.►i.r;rrr....mrwir�ri.rwfor•.Ar•J�r.�Y Jrrr..rr�,r..�rirr'• q,r�r►u - ...wa �.tv..y7 ,. , :........r.. .... :...�..•J 24. EXISTING BUILDING `. l •: : ,:« -: r. : ,� �.�r.��:•' ��.r�w��..����-..-.-^_._._, �� ..�rr..�r. .wr.. �� ,� �. �J'�� ,�J14/`.��J����/,!� ,�,��V��►.�'J���'MMIf1�i�jJYi�/J�r{ / ' « .��...•. . � : ' : ..t.t-: : ' ��..r.w"�,�.---. w.�.-_�.�.,-. w��rwiw,.w.r�r- -- -4444 ��.�I•��►I�11�� �li�/III/I��IJ ff o - _ ■ .; ;;;:.,.: �, .,--__.__.-_�___._____-,__ _._.�.______- -'- '•"� _ ..ter 25. LADDER TO ROOF WITH 4$-0"x4!-0 CONCRETE PAD «{ -Co 26. BUILDING TO PROPERTY LINE 't / ,. 305• ril 1 27. MANHOLE -- SEE CIVIL W lb/ i ; 28. 18"x18" CONCRETE PAVERS •{ •' • lifr - . ,, y / ` , 29. PAINTED DIRECTIONAL ARROWS TYPICAL s (1) ■ 0 s , \ /; 0 .'.:, , 1.4' OF CR• iv di 4 "I / '-, /j, 411)/ \\ Atli / \,V:1/ / Fat k� I •/> , / i j CurbType • II Proposed Bu�ld�n A t r CAST-IN-PLACE 1 ° ° a ProposedBuildingS .lifilei.„ 5,041 St 1 / r / 5,044 SF , EXTRUDED Ak!rT4 a• "NO PARKING"4 0 0 ‘,..4reik \ a •fp 0 4. , / / s /4\41 . t \.; \ . 0 AI 1 -1, \ AA / rr 4 NV 1 I*\ �� �� 444. _ ___4 . -� _ - 'Q _.._• � e� �- General Notes% \1ffi Mil Iir I -N.� � 4444_`\ 1 I II E � Il :tea ,!__ _ ;_ _ d � • o _ "�"° � � I �� II I {� t , -� A. PROVIDE 800 ALLOWANCE FOR MAILBOXES. \ ° a - -z3- _ - T° ° a ° ° o a 4 ': d - - - *- - - - �' ° o d° �.*�•.���*�>���������� U ° �i�i�i�����i�i�i��♦+. ° ° 1 -° ° - ° 4 4 , caner: o 4 d a- - ����+�������.����(f ���♦�D��♦�.�.�♦�.�.�� 1■ ° _ a - 4 ? o Lj. d I� - ;° - ° 0 4 B. PAINT EXTERIOR ELECTRICAL EQUIPMENT P2. \ .-.o __ d 4 d + .. d •4 a .•••.- ♦ 1 �' �♦11♦♦♦♦♦4,441.♦♦*1 ° ■ I-1 O d a d ° d - '� ,� __ .,•�♦•.A♦, $$,:jam-Oi jP4: a ° a ° ' 8 x\ a ° n v_ ° - a i♦,•,.�,�,�A•4iti0V I;4,4,,:,.,.•.,.-:-.,. _ - _,, _d o- - a - Q 4 4d 4 q a a o C. PROVIDE CONCRETE PAD AT EXTERIOR ELECTRICAL EQUIPMENT\ ° 4 ° 4 4 ° d � ° y ° a ° ',.+•`•�,�!�,�•�❖.•t� '4 4 �•�*�•�•�,�,�•�,�•�,�� + o ° '4 a ° - -- -- _ a�'_ ° 4 - - e ' a r Hills , aa a v 4. d -...•♦•.if •♦-..•.-..► 4 0 e oT a a \ 4 d a d 4 I►�.�.�.�.�i%•�IttifI ��,.•ii•�-.❖�,�-i d o o a a• a d4 a a a y °\ \ s 1 1 ► /' De\Telopl-rleITlt \ \ I I � \\ \ \ d Mw I 1 I I 0 \ \ TYP. 1 ::: \ (0 I I 0 I 1 I _........ 0 \\ l�f,••+•`�••�•+,i \ / ''.:���..�- \./ 915 NW Torreyview Lane pi- - - I �,--1 Port land, Oregon 97229 \/ / / !� i`''� i' / 77 / , / / ' /i / 1o;v '�` ' 5. --° /' ��o / -oi� 6;, J / 36' 077 , 637_0,7 / A RI , - i / / ir , 41, / / / / / / / :/i' �,/ 6) 'P s T 'l0,7 , r /(3) -P* . T E ''07, /r ,i / 4 S ,��„ / 77 / AO° 0 . 4 N / /IV / 7;111111.21lieir / / / / / i' f`� / ' i / f . / y «/ d' ° 1.< / %' /. /`i '� / ,�' �' % f// / %f -� i �, 1,/ 4,0'-O" % ,� 8'-�0", 40,_077 gf_0" 247 7f N Project:(5) SP. AT 8' a 44411 Pacific 4 / / / / f 7f ,/� / // ,� �',----- ° . ✓ 410'-0" 1 _ . .. t ._ - ' _- .- _ ,` ; ,r' �� / ,� ,, , , ; ,/ ; / ,/----,....,_ / / / / fID -- .-• / / /f / / I f / ` I......... ,, / / / / / / / ------- 4444._ ,/' �/ Crossroads 4444..:::♦•. ••.•...•.•� d o AVON* 4 `� / O i / / \ �-,-. I 4 1►.-1410❖-•.-.-•-•� y a ° f r; ,/ i / i 0 4 ►,4,444,.•.♦•,•♦♦-444,4. ° \ / /7(,.. � • P \\-"�„, ........... ,,O+,O•,-444-,:,0•., o , Corp. Center( ) Ill I \\ 0 ,-- re„.._-_,-., a 1 Site 1 / '' ,/" / I 1 I ,/� / x I I I SW Pfaffle St. \ /f / / / .- _ _- ..- 4.44.« .___-- ., / -- -- __.1 ) Tigard, Oregon ///://si w w I / / / / 1 A to ////// / 1 -a--111 -ill-a I__•,..__ ....__ _ _ ......... n ID L4T . . / ////2/110 1 1 I II' I / I / f I i «d 1 I ( // Sheet Title:a. „.... I ID /iii, II I I \ / . L... ..--'• II 4 4 Site Plan 407_077 8,-O" 407-0" I °II . ed • r 7 >7 ° .: = °. / /, (5) SP. AT 8 -0 (5) .P° AT 8' a" ill'...'''' -, Q. / / ( m i , , ..: ,,,,.j fit I 5'-0" 63,_077 7 77 N 9 _0 54 P-0 ►-i*DOS-��•O�•••:4: / / f , ............ ►:::: ..w. ♦•:,::,•♦.♦. _ Proposed Building C _ co 5,050 SF I , .... �' r--. 0 , i ••'•' - , i .-.❖.❖.-.❖4.44.-: ❖.❖,•.-.❖.❖. ( )4 ►,..,..,•.•• ;: - ...,.,, ..,,.. � t.. "Co♦4444.♦1,,.• � , d I I Revisions: o I L_ _ _4:■ ° 1 '5 r1\1 1,1 (I) o '"'"! if 4I1 d.4.. ,-, k d Po I° 4 p , ll ° . , 7/7 z. I III° 4 ,: r........: (1) i , ......47 1_ J 4: . , i ; , ■ MILDREN DESIGN GROUP, P.C., 2008, ALL - -- -• •--- -------._.:�� � •2 Mill I" RIGHTS RESERVED © w� THESE DRAWINGS ARE THE PROPERTY OF tt} ////////////.%/!/////////////////////////!//////////I//////////////////////////////////!///////,%/ //J%/ /.%//////////////////////////////!/////.%// MILDREN DESIGN GROUP, P.G.. AND ARE .�y - NOT TO BE USED OR REPRODUCED IN ANY 1� • MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MILDREN DESIGN GROUP, P.C. 58'-73" 10'-1" 7P--0" 15P-6" 26$-0" 8,.....3i" Date: 12 February 2007 ate° eb y (1) \ 4'-4" Drawn by: Checked by: MRW/BK WEM (ilk Proposed Site Plan Job Number: 106244 Nip! Sheet 0 5 10 20 Site Permit Set - February 2008 A 1 . 1 1, ,, 1 1 13'-4" I t t ■ i1I 16" CONCRf TE CURB a 4 014,_.- BIKE RAC FOR (3) BICYCLES, 0 L._k . -'' __; r;'i (2) TOTAL ... mitzumminse MILDREN DESIGN GROUP, RC, ARCHITECTURE * SPACE PLANNING CARPOOL/VANPOOL _�-- 1_„- — - I - -co Y PARKING SIGN SEE a 1 a I, ACCESSIBLE RAMP 7600 S.W. Beveland, Suite 120 D 1 DETAIL 5/A5 1 ,... ��1 WITH DETECTABLE ARNING ../Z-- igard, Oregon 97223-8692 • Q � � � 3" SMOOTH TROWELED JOINT Voice: 503-244-0552 . a �... to TYPICAL Fax: 503-244-0417 i \-.----\ . BROOM FINISH <' ►1-ii♦♦♦♦ii♦ a ♦♦iiiiii.*A 4 \ ►�1�♦i♦i♦iii♦�♦i♦♦♦4 ♦ji♦iiii♦iiji�4ii♦♦• ' STAMPED SLIP RESISTANT PATTERN (NET A1.2 . ►tlij♦jiji♦�ji♦ij�i� • ♦♦ii♦ii♦♦♦ii`�♦♦♦i� ' I Q PATTERN SHOWN) PER UBC SEC 1 109.6 '-+" �i♦i♦♦iii♦♦1 ►♦iiii♦iiii a g, lop,_ �. ��i♦iiiiiiiii+♦ii♦��i� ►�♦i♦i♦i♦iii�►i♦i♦♦ ♦� a 6"��i�ci� i ♦ iii♦�C:'�■ — - -- - sO-- -- - - 6 CURB LEVEL WITH SURFACE ♦iiii♦♦♦/ �J . OF ADJACENT SIDEWALK � I ►♦♦♦ iiii♦♦ � 4 �♦iii♦♦'r♦iiiiii♦i♦fj �, .Q • 4iii♦♦♦♦♦1 a a /♦iiiiiiiiii R,1 a ►♦♦iiiiii♦♦ ♦i♦♦iiii♦ ' �. ♦ ♦ ♦ ♦ ►♦ ♦ iii♦ii� 1 '� D �ii�iii�iii�♦i♦ ♦��i♦�ii♦�♦iii♦�♦♦� d ° 4 .090 ALUMINUM SIGN PLATE iii♦iiii♦♦ �i i♦ii ii ii♦ a a . a a �_ BLUE REFLECTIVE SHEETING s' 34" r✓ -� HIGH WHITE REFLECTIVE 6'-O" 6'-O" c.-___...7:::-..„.�lt�. = " -_-.--'" y • �~—`-- LETTERS AND BORDER, BAKED 6 —0 f ' H 4,--.�- _--- __ -, �' PARKING WIN D.M.. — .• r" M Ii �,.-- .. �. v__ ..� �. ENAMEL ,�.^_. _.�--� y� DISABLED MIT tN�I.Y CONCRETE RAMP FLUSH �- L - tf• 1:4;T tS SI�JECT TO HANDICAP SYMBOL WHITE TOWING t DER ACCESSIBLE SIGNAGE WITH ASPHALT 2 PER STATE 30° TYP. - �-�, 3 v [� 4 ° ° tn. r! ORSSt1.6i5 WITH BLUE BACKGROUND A1.2 1 -- 1 -, .-I REQUIREMENTS 4" PAINT STRIPES a ° 3i" • A T 2'-0" 0 C TYPICAL g ° 7 M . 4 x • IN VAN-ACCESSIBLE -- VAN ACCESSIBLE SIGN WHERE OD 4444, = REQUIRED 4" PAINT STRIPE c� 0 �iiiiiii iii 3» WIDE PAINT STRIPE ``' ►00000000>00000♦ ►+00000 0000000 I r,'"' ".`"' co ° a o +++o+i i�►+i+++++� ��+�+ +oi+++++o+�oo� +++++++++o0 00000 + 1()..i 0000 +0 }- NOTES: ► 0000 0000 +0 +000 • 00� 000 TYPICAL z ° +00++0oo00o0i0i+ioi+00i n ►+000*o0i+ioi+00000+++ ° o 8 GALVANIZED STEEL POST .. . � +00000000000000, Q ►000000000000+0+0+0� , c� JtAR .REGO 3VID NR. �-- ��ioi�i�i 000000+0++0000 ° �0+++i+i0i0 • 000 1. ALL ACCESSIBLE STRIPING 000 +++ +00♦ + y 00 ' ♦ 0 4 : :;::::::::: ':.: :::<::::::':>;::::>: :000000* SLOPE ,,�0w+++o00� X00 0+���SLOPE,0+++0+i' a (86. :;•:; s / AND SIGNAGE TO COMPLY . --- •.v000 0.... ---X + N ; 000000.00000000+0000+0� a Rio+o o000000�����0�o*0�i+i� �n o ' .. A k C(.4* i ,t1)d Nit V4 qir. ►00000000000000 . ♦000000000000+0� ►0++00000000+000000+00+++0+0+0+� ° . �a � �� iii� ° � i. WITH ORDINANCE ° +0+00+00+00++0000+++o00� a � 0000+i0i0i+i+00+0+0+++0+� +io+ 0i0i0i0io00 a ° 0++000i0i0i+i00<! � ORS 447.233. +0+0+00+0+0 i i iii+i+i0i0+! ►0000000♦+00+00+i a. ' •4r�w�w w+�o�1_1_�.ww.o�+.4 .. o..o_.►.......+...... _�..�+,•i, ,�. \ki ` 2. ACCESSIBLE SIGN TO BE 'I ca -, ,� ( IP Cg MOUNTED TO SIDE FOR � VAN ACCESS LOCATIONS A1.2 / AND MAY BE CENTERED `"----PAVING---..„... WALK AND CURB WALK EVEN WITH I EVEN WITH PAVING TOP OF CURB ACCESSIBLE SYMBOL, FOR STANDARD ACCESSIBLE \ ', PAINTED PER ' SPACES. WALK AND CURB '� m STATE REQUIREMENTS 3. WHITE STRIPING PREFERRED 6'—O" 6'-0" 6'-0" SLOPING 4" 10" "� N BLUE BACKGROUND AND BLUE ` ' ' fi li 9=._0,, / 6,_0» 9'-O" PAINTED CURB OPTIONAL \ i '-o" I '--n" 2'-8i" i r C, Accessible Parking Stall Sidewalk Ramp 3 International Accessible Symbol Signage Accessible Parkin A1.2 rimfamrimimpamisavi �A1'2 5 A1.2 15b2 A1.2 15b3 0 2 4 8 & NN, 0 ' . ._ BRICK VENEER TO Owner: MATCH BUILDING ,, Cedar Hills SEE SITE PLAN �f,.. % pm Development r RIBBON STYLE PIPE RACK I //�,,A h. •'•' ROUNDED CONCRETE TOP i ,..t.;;;. ;_; BRICK WALL CAP - 81 1 SEE SITE PLAN FOR NUMBER SLOPE TO øii�, �" CROWN \f DRAIN.090" ALUMINUM SiGN PLATE � (2) #4 CONT. AT 48" O.C. IN BONE WHITE BACKGROUND I 4ii;i BEAMS AT TOP, MID-HEIGHT & a,• 1" HIGH BLUE LETTERS A4► BOTTOM OF WALL; PROVIDE (2) 915 NW Torreyview Lane AND BORDER, BAKED ENAMEL ! \ ø1uiI #4x24 A T WALL CORNERS I Portland, Oregon 97229 4"0 STD PIPE WITH \ 24 PARKING I ;4 ,_. #5 AT 24" 0.C. VERTICAL FOR 1 CONCRETE FILL' to d- 10 r4IR 8" CMU, SOLID GROUT (3) EQUAL GATES A1.2 //lir CAR POOLS FINISH CONCRETE TO MATCH Lowo , ,I ONLY % A 1 ,� BRICK VENEER TO i PAINT HAZARD YELLOW ADJACENT WALK % �''' r j / f MATCH BUILDING % �� ' #5x 48 L AT 24" 0.C. TO MATCH Project: FINISH GRADE 2 �/ 10 . 9 Q �� �� AND LAP WITH WALL REINFORCING Pacific A1.2 � �, o ---, GALVANIZED STEEL POST f--- Q Crossroads ! -.a CONCRETE FOOTING iii: :.. ......... 4. % W o /4• _•, ° -- = Corn. Center . „ ' - .d °. . . ", Lii w ,.9 °' R 6" CONCRETE SLAB WITH co % #4 A T 18" 0.C. EACH WAY 1 �- Site �" CMU " = "� • °' "!P CONCRETE WALK - SEE SITE PLAN � • • �ocv +�• ` CD _A - SW Pfaffle St. 6 o CONCRETE FOOTING % 1 T/SLAB \. Tigard, Oregon Z .. ' a . G jI d !a j a 4II J LI a v d 0 6,> 6„ a Q Q ! _ j . i r,., ad a as d 1 N U ® • + 1 !\ \1 \ \ \f ° 4 1 -0 j 2,_o„�'`� � � � Sheet Title: Car ool Parkin Si na e s 4 Bollard Bic cle Rack 8 Trash Enclosure Plan� � � g y Trash Enclosure mall Site Details „=1,_0» 1"-1>_0» � �„-1,_0„ A1.2 3f4„_1,-0„A1.2 15b3a °„ 1.2 % A1.2 1.2 '15c2 15e1 9a5b2 D10 / SEE SITE PLAN EDGOEED : 1l” 1 " 11” STEEL TROWELED 2% CROSS SLOPE EDGE, TYPICAL 4" CONCRETE SLAB j ��" 4 °• . ' ° 4 • ' 1 ' WITH CONTROL JOINTS r _ —I 1 -_� ( d V 4 ' d i , .� ••�,. — AT 5,_0„ O.C. •• 8" CMU -1 I I—:'!.!�`:�:�.ii�",���:�r� :r :'�`t!,�iw,ls�'`,b+-���� ��wwwI!irr;� •.i"• w "''rw.�alkii!' .fir •i a i0`w: =— " � i 1 , "-- 4 CRUSHED ROCK 0 ` 1 I III--III iIi Iii--Ili iii--Ill Il ! l l—I 1 I , ,III--i I I; ! ► � ' I .iII—III—III l � � III iii BASE 4� w �. BRICK VENEER SECTION Or j .` TO MATCH BUILDING BROOM FINISH Allk `VI r41,7411,747,0 Will A1.2 ► 0 SEE SITE PLAN /SEE SITE PLAN `. 1 BLACK POWDER COATED Revisions: CYCLONE GATE WITH VINYL SLATS all4 r4L11 6" 6" SEE SITE PLAN n 1" RADIUS TOOLED JOINT -1111- - - w � 4" CONCRETE WALK ►.... .A.A.21PAL4 I. 2% SLOPE V V V VV V = CANE BOLTS FOR EACH LEAF (0 ��,�:r-�wr ..—��,;;, �:. ... 4l!� 1�wr�=�_�,�+�R•.!•3 2" SAND OR % --0 flit! =t-:M•`► = 1 • COARSE AGGREGATE •-�:•,�_ 41• ' ° 111 111—=-N 1=1 I L.� 1 —i I I I I - :• i• „ CAST IN PLACE CURB BLACK POWEDER -- —.,\ /T/SLAB �' o AND SIDEWALK i I COATED CYCLONE CT:1\173. N I I! ; \ ?! i `' PAVING SECTION PLAN CONTROL JOINTS MILDREN DESIGN GROUP, P.C., 2007, ALL GATE WITH VINYL \ \ o N 0 TE: (TOOLED) RIGHTS RESERVED p SLATS `g \� * 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 J * PROVIDE EXPANSION JOINTS Q 20'-0" O.C. ALIGN CURB AND WALK JOINTS. EXPANSION JOINT NOT TO BE USED OR REPRODUCED IN ANY » MANNER, EXCEPT WITH THE PRIOR WRITTEN 8 � / 4 BOLLARD * PROVIDE CONTROL JOINTS iN WALK C� 5'-0" O.C. NOTE: CONCRETE SHALL BE 3000 AT 20 -0 O.C. PERMISSION OF MILDREN DESIGN GROUP, P.C. t / SEE DETAIL 6/A1.2 �► PSI AT 28 DAYS. 6 SACK �, PIPE SLEI�.VE--EMBED 4 » „ 3; TELTROWELED SE N MIX, SLUMP: 1 1/2" TO 3" GE, TYPICAL Date: 13 December 2007 10 Trash Enclosure to Wall Gate t T ash nclo u Typical Drawn by: Checked by: r E s re 12 Monolithic Curb and Sidewalk Sidewalk„ » 14 'i L1.2 1 1 _a 3f4»=1'-O” "=1'--O" • no scale ENT d12 D16 I.L." Al Al"2 BR 15a5 15a1 Job Number: 106244 Sheet Site Permit Set - December 2007 _ A 1 .2 0 2 3 4 5 � 1"� \ 0 . ALUMINUM LUM NUM F I STOREFRONT WITH 1 INSULATED GLAZING 104'-0i" Door Schedule TYPICAL 3'-4" NOMINAL SIZE FRAME DOOR HARDWARE REMARKS 2. BRICK VENEER 0.....N WOOD STUD TYPICAL MILDREN DESIGN R.o P.C. 21'-10 " 31'-7i" 23'_4" 23'-104" MARK 3. METAL CANOPY SEE STRUCTURAL PAINTED ' WIDTH HEIGHT THICK. MAT'L FINISH MAT'L FINISH TYPE GROUP 4. STEEL COLUMN TYPICAL - SEE STRUCTURAL ARCHITECTURE sn�c� P�,A 104'-11i" 101A 6'-O" 7'-0" 1-3/4" AL BLK AL BLK A 1 7650 S.W. Beveland, Suite 120 101 B 6'-0" 7'-O" 1-3 4" AL BLK AL BLK A 1 5. LADDER TO ROOF -- SEE DETAIL 17/A5.1 Tigard, Oregon 97223-8692 (-4; 3'--113" 3'-11 i" 3'--33" 3'-11i" 3'-111" 2'--7i" / / 6. 4"0 INTERIOR RAIN DRAIN g g 6'-11 " 15'-4 " / 15'-4 " 10'-0 " 10'-0 " 15'-4 " / -- 10' pi" \ LEGEND 7. FROST FREE HOSE BIBB voice: 503--244--0552 l r / / ` AL ALUMINUM Fax: 503-244-0417 0 / BLK BLACK 8. ROOF DRAIN - SEE DETAIL 7/A5.1 r 0 9. OVERFLOW - SEE DETAIL 3/A5.1 0 _- 10. VALLEY LINE 0 r".1. . ��_ - - Door Types Door Hardware 11. RIDGE LINE 0 Po $ _ it 12. BUILT-UP ROOFING - SEE DETAIL 8/A5.1 FOR PIPE 1 - PENETRATIONS {n i I MAXIMUM EXIT ACCESS �� -. \ GROUP 1 13. METAL CORNICE,PAINTED Cs TRAVEL DISTANCE = 121'-10" 1 CYLINDER SCHLAGE BALANCE OF DOOR HARDWARE BY DOOR SUPPLIER 14. CRICKET - 2x4 AT 24" 00.C. WITH Y2" PLYWOOD 15. FACE OF STUD, TYPICAL co 16. FACE OF BRICK, TYPICAL co - w o / \ 17. SEE DETAIL 5/A4.1 FOR TYPICAL PARAPET FLASHING 1 0, 4_,..4 N 1 1 7 \ \ N \ / I 1 I I Ii• Mr \ /// -IN ♦ , SHELL \/ . 0 101 i q tiOD 5,046/100:50 N B:2 EXITS o Qo a l , 156 �."e) .� ii :-IN' ... /t4 I i ‘ ILI , JR.0-3 C '4P1 4\ Aft In 01! a + ' . I I ( I , VI' (1 .- a l .4.,t* *,.. \,,,,, . .:,, . Wall Legend Room Symbol L CO 1 0 1 N R-. \ 0 1 \ o NOTE: ALL WOOD IN PERMANENT CONTACT WITH CONCRETE TO ROOM NAME LI 4e" ♦ t- BE PRESSURE TREATED �''� - \ I ( I I ROOM AREA/LOAD -- OFFICE ROOM NUMBER gyp, NON-RATED WALL FACTOR 101 �� ,, XXX 100. 2-..�_NUMBER OF i . i B:2EITS D r"'- --tt ,`:: Mme..[• / '.. _. •ate_�w_ _ d- ��� ■- � --- i + +- ' _ _ -- a �r - ������-- 1 HOUR RATED WALL PER OSSC 2007 SECTION OCCUPANCY GROUP PER OCCUPANTS ,,.� _ ._. .- �. ;: NUMBER OF E — — _ 7.2.1.4 AND TABLE 721.4.1(1) IBC TABLE 1004.1.2 ... ■ _.__ 0 EXITS PROVIDED 0 I 1 101A 1018 C; 15 -4 10 -0 A 10 -0 15'-4i" 10,-0i" 2'-10„ r 11111 i,-3i„ 2,-8„ 2,-8» 1'-3i" 1,-3 „ 2,-8„ 2,-1" „ 17 -0 29'--7i" 17 -0 15'-4" 3,-1i„ Ait 1 2 0 Floor Plan "1 A4.1 Owner: 0 2 4 8 16 mir Cedar Hills Development 1 TT 4 ® 6 915 NW Torreyview Lane Portland, Oregon 97229 11 I I I 0 Project: Pacific I I I I 1 I Crossroads Corp. Center 0 ---. ‘ 3 Buildin g A 1 I I I I I I SW Pfaffle St. Tigard, Oregon 0 I 0 , /-. Sheet Title: �Ii/ 0 0 iii/ I I 1 1 Buildin A 0 14 0 Floor Plan CI)1 0 �- Al Q =� and D • — - Roof Plan•______ 0 CD 11=1: c . 0 , /- , ....._ >r a .- K 0 0 0 • imik Revisions: Roof Plan mip 0 2 4 8 16 MILDREN DESIGN GROUP, P.C., 2007, ALL RIGHTS RESERVED © g THESE DRAWINGS ARE THE PROPERTY OF M MILDREN DESIGN GROUP, P.C., AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MILDREN DESIGN GROUP, P.C. t Date: 13 December 2007 o Drawn by: Checked by: g BK WEM is Job Number: 106244.01 Sheet Building A Permit Set - December 2007 A2. 1 itfr -.... M1LDREN DESIGN GROLIP, P.C. -,, TOP OF METAL CORNICE i ARCHITECTURE . SPACE PLANNING Iii... r--4 i ; 7650 S.W. Beveland, Suite 120 .41, ...,..,7 .11111PZi I Tigard, Oregon 97223-8692 ,.....7 Ill Voice: 503-244-0552 .---...,..-_-. I Fax: 503-244-0417 , - de 11111111111111111. 1111111111111111111 111111111111111111 IIIIIIIIIIIIMR ■.'4. 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AL _....... i - 4 ° ' a 4 ----_ i '' I-4. 4 0 MILDREN DESIGN GROUP, P.C., 2007, ALL i iq 4 ■ , 0 RIGHTS RESERVED 0 ‘...._k -4 . . . 4 ‹ „ , <, II • 0 4 4 a ° \ THESE DRAWINGS ARE THE PROPERTY OF I MILDREN DESIGN GROUP, P.C., AND ARE 4 NOT TO BE USED OR REPRODUCED IN ANY i e MANNER, EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF MILDREN DESIGN GROUP, P.C. 944 I a 4, 4 4 a 44 I I Date: 13 December 2007 4...... 1 I ' LI ../ I Drawn by: Checked by: Building Section . t MRW/BKS WEM ....... ....... ....- moms seres 1 \\„As 4:"......_„),1 ih bb"a_,--1'-0" Job Number: 106244.01 e Permit Set - December 2007 Sheet Building A P A4 1 Keynotes •.''' ..•�- ��`" ♦ 1. ROOF FRAMING - SEE STRUCTURAL 2. CONCRETE FLOOR SLAB OVER VAPOR BARRIER- SEE STRUCTURAL / 0 \ 3. R-19 BATT INSULATION AT ROOF TYPICAL / , 4. BUILT-UP ROOFING MILDREN DESIGN N OUP, , . COUNTER FLASHING 5. FOOTING - SEE STRUCTURAL ARCHITECTURE � SPACE PLANNING 6. R-11 BATT INSULATION AT WALLS TYPICAL 7650 S.W. Beveland, Suite 120 / PARAPET 7. STANDARD BRICK IN SOLDIER COURSE - B1 ' - Tigard, Oregon 97223-8692 l FLASHING 8. STANDARD BRICK IN RUNNING BOND COURSE - B1 (TYP. UNO) gvoice: 503-244~Q552 9. STANDARD BRICK IN STACKED BOND COURSE 81 (BEYOND) I 10. STANDARD BRICK IN ROWLOCK COURSE - B1 - Fax: 503-244-0417 11. STANDARD BRICK IN RUNNING BOND COURSE B2 (FROM ROWLOCK \ r n COURSE DOWN UNO) I 12. STANDARD BRICK IN ROWLOCK COURSE - B1 (BEYOND) %I 13. 2x6 STUD FRAMING - SEE STRUCTURAL FOR SPACING \ ., / I "' ;' 14. ALUMINUM STOREFRONT WITH 1" INSULATED OFFSET GLAZING :--�, �'I 15. STOREFRONT DOOR `"� 16. BRICK BEYOND �„ 0� . CORrbICD`` , SEALANT 18. METAL APAINTED - SEE STRUCTURAL FOR FRAMING All■ 21 o / 19. FUTURE GYPSUM BOARD, TYPICAL 20. CANOPY BEYOND A5,1 CUT BRICK • 21. FLASHING - PAINTED 22. COUNTER FLASHING TYP. 23. 4" CONCRETE SIDEWALK r r 24. FUTURE SUSPENDED CEILING MINIM MIIIIMIll -75 Cornice Detail 25. CRICKET - 2x4 AT 24" O.C. WITH Y2" PLYWOOD TOP OF METAL CORNICE �f i j "=1'--O" 26. BRICK RETURN AT WINDOW JAMB TYPICAL y "+ 7.0,74.,:-...-::::7- d--04210-3 27. LAP METAL DECK OVER FLASHING I 28. ROWLOCK TOP 0 MASONRY STUD WALL I►� [ i1 A5.1 aI W L M LDREN JRI TYP. 0 • 4,44,;1:i„� ('i '\ > A OREGON t /1 2 1 I OF ,,,,,,,,,,,,,,,,,,,„,,,,,,,,,,,,,,,,,,,„,,,,,,,,,,,,Tip OF METAL CORNICE TOP OF METAL CORNICE . � TOP 0 METAL CORNICE � � v1,- :,„, _____ ,,,,,,,.,,, 0.,- ,....I 1 0 1 --I ,w, �� , TOP MASONRY/STUD WALL _lip V TOP OF MASONRY/STUD WALL ,10.--.‘ .. .......-E-41 OP OF MASONRY STUD WALL 1 a / 1... :\ . 1 i*"="zilli illigil srea `' ■■rrr. ter. '---"-� �. w♦''• '"'°`- ..1 r : s „ .., : i I r a I N. 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I ,�` r Ai� i �,11�►�i n°�°"n { , 'nr°°M°r ,,.,;.�`:1-�.2i J .i..�".~. .'°°°'°"m` iI-•.•- I w : % E. FIN. FLR. I n;�,i FIN. FLR. FIN. FLR. !%SIM 1;�; ; FIN. FLR. N p o p ° a a ;n . 4 is �� i►_ '3'. a a a a I ! Al, N b, L, s, , Q Q a� ':?.,.:/� IA ° a ( d v �, .�.,., , � a MILDREN DESIGN GROUP, P.C.. 2007, ALL J' %/. a a ° EL v RIGHTS RESERVED pC THESE DRAWINGS ARE THE PROPERTY OF --71 J A �° °G ° a.Q . .. MILDREN DESIGN GROUP, P.C., AND ARE t . NOT TO BE USED OR REPRODUCED IN ANY N p 4 MANNER, EXCEPT WITH THE PRIOR WRITTEN I I PERMISSION OF MILDREN DESIGN GROUP, P.C. } I �, 0 Date: 13 December 2007 1 I 1 A° Q p p. o Drawn by: Checked by: 1 MRW/BK WEM a Job Number: 106244.01 1 Wall Section 2 Wall Section 3 Wall Section 4 mall Section Sheet A4.2 1"..r-o" A4.2 1"=1'-o" A4.2 1"=1'-o" A4.2 1"=1'-o" bba-e bba-e bba-e bba-e Building A Permit Set December 2007 A4.2 SHIM SLOPE TO OUTRIGGER DRAIN 1 COUNTERFLASHING WOOD l'-10" 6k 1 ir 1 4 k 1 I CAP FLASHING /- CONT. SEALANT AT killIMIIIIIM CONTINUOUS CLEAT STANDING SEAM JOINT COPING WITH STANDING SEAM ,/,_gt, SINGLE CORNER SEAM --qt II 1 1 WITH WATER & ICE if, ..^ FASTENERS AT 2'-0" 0/C '''''''......r4-__-.0" •,\. i" t ,, 1 , NEAR SIDE. CONTINUOUS SHIELD OVER Y2" PLYWOOD tk : i)1 : k III METAL FLASHING - PAINT P2 CLEAT FAR SIDE. I. I , \ 111 1 1 111 MILDREN DESIGN GROUP, P.C. ; 1 1 -,,,,,,,:fr Sis..,.„0 __,,,, . 4 k ARCHITECTURE .., SPACE PLANNING r. \ OIL 11 I CONT. CLEAT (0 8r P 7650 S.W. Beveland, Suite 120 CONT. CLEAT LirMi'-0" ,-. 4 k -4111111 °Ohf, ,, Tigard, Oregon 97223-8692 1111111111111111111111111 1" /11 -1101°-10■1111; PA ., 77-\ Fil' IA FASTENERS 7-x,,;( __,„--.; ____ ....... ,------, :C44(a.tat;a:Ctattattltatt-ttta(tZ'atattg=att<ttat , .,,c,.......2,.. (...,,,nto :0,1 111 I; gair T----IN 2'-O" x 2'-0" SUMP, SLOPE AT 1'-0" 0/C Voice: 503-244-0552 Po-■IIIII ................ COUNTERFLASHING FASTENE9 1: 1; ....--;0: TO DRAIN - Fax: 503-244-0417 'io ,0 r 1 : 1 A AT 2'-O" 0.C. 'S' LOCK ill $ A • in ,-----,,- BUILT UP ROOF LEAD PAN TOP PLATE ... COUNTER FLASHING ..__- go 14 prApi,, 41: P SEAMS AT 8'-O" O.C. ii ii ,; t r CONTINUOUS CLIP ..---- -- ..... li '! imp.44 •-•--.- -• ,, •--' CONTINUOUS CLEAT .. ‘ k: ;: ,,;. r- ------ ..•"- n ii I ; 11111.111, ..' ---.- ,--- AND MEMBRANE FLASHING ..., --...„‘.....„ ,, r„>,., 4" 4" „,-- 41,41,41/4•411WAVAIIAIwrg 40,415KI IFIWAIPINIAr AM. .% SIS1: li i 1 i:. LAYER WITH FABRIC 33„ BUILT-UP ROOF t ii SEE WALL SECTIONS 11.11■16.1■11.1■14,11.111.W.11.2 V.N. NOVO\ •■■ 1 ''' ir ,i.=mr...." =1: FOR WALL ,•• "°..-''' $; AND MASTIC I! •1' -------- ... L [-_\ \A c„ _., ,....,,...,,, , Aii, __... COMPONENTS arANCIIIMIM 11111116.30m=4 ! !1111001101■4 1b."tl% IIIPPP1*--""" 11 '+41 CONT. CLEAT 01111111111111 !! 1 TorlaiwwwwwiNgraw.yr y :;, ..',i- MM.i ii 22 GA. METAL k 1 •"*" " "1"11 .81r4 ,,w41/r **O. ,,. ;,, FASTENERS A T 8" 0.C. simumammil FLASHING 1 10000... ..4011111 li i' lintibarmo ,, ,, CAP SHEET 1.1=110 111 ii : : 4 k 1 k '4111111111111 VAIIIIIIMIZAMIMIIIIIIIIII/4111111117.■ .----- PERLITE CANT , - Ill Illir 61, .....„..„.„.......s,....„i„....„........„. 1 I k 1 itf immilkmavi :5i ;11 MEMBRANE FLASHING PLY 1111111.1.11111111.11111111*- -1/4111 : , 111111111111111K ''"'"' I 4111411110'.4 1004:1441b% '4' 444111441111MtINIII:AL CAP SHEET 4411.11 /..4144■4Z.R..1161P 22 GA. METAL 1 li ;, '4' 4" 2•4* 111111111rAfi,„ __....1 Or A ■ k - 1 th„ 5i :1! ROOF FELTS AkrAik, FLASHING , millmiri— _...4v.44.11. ___. ---.10! 1 111 414111, 0.1111111110 , ,. II Is MEMBRANE FLASHING 401V '4,4 :, ".: IAINIIIW'4.. .11111.. II r A 1 I k t ■.,, 4146, _,....... 41,10 ROOFING MEMBRANE . It „ , ..- •, , ry 01",M1111, II ..m.s.- 1 to, k / AO"- -444140Trw BASE SHEET 1 1; ' :;I , FIBER CANT 11111LI. 1 ik 4 k I k 41001010101° UNIT MASONRY - SEE 1.. li ,:,t :, k k '1411 4 0 OD 444. ,,, 1 k BATT INSULATION ; I k WALL SECTION FOR ., , , ,, , 1 '; J' _1. ,4116. .11, 1 ,A. 1:11111.-■.--- 1 1111:a k k FIBER CANT COURSE PATTERN ISII, i. .. r i: r 1 , 1 k 444,t84 11 '4 A • 4 4 *IP' '40A1A -4IN ;51 :: ' : 11 2x6 WOOD PARAPET 1- ,„; 4 I -'111 (2) 2 x 6 OR ROOF TRUSS WlveAlibi4.....LioR.0.3 Cwi ,t; allii qi WINIMMINIK. kiih... 1 1 )00,-. • ; A■1111611 :IrMA 1 k I k D, 0 1 k 1 kaiblo,„_ A 1 ) Parapet Detail 51 lx„.1,-0„ 1.--2. Parapet Detail \.... ..,,!...,1 ,x„.1f-0„ 1,,, ........ DOUBLE 2 x 4 BLOCKING SUPPORT AROUND DRAIN TYPICAL ROOF SUMP RECEIVER (4"-si Typical Parapet Wall Flashing A51 ' 94"---1'-°" 14 .4k., OF ( . • (-3--- Roof Drain and Overflow 12a2d-r1 -......--. 1 grAMP 1-‘.5.1ffl3":=1'.-.0" UNDERNECK CLAMP UNIT MASONRY - SEE WALL 0 0 SECTION FOR COURSE PATTERN 111111010, , 'lib; ll 0 1 0 0 0 , IIMMIIIIIIINA kidpoi i Prilrea TS HEADER - SEE STRUCTURAL ■■■ IN:•rimimumg I 4 0 0 thimmomml 0 0 1#1 1#4 .. 1 1 1 I I r I 11 A REGLET IN VOLKEM thilkimmaimil 4 k AD 1 1 1 1 1 I 1 ; ° lo rim , ._..... 444., 1 arrallimilimApwAA i" RUBBER CUPLER #116 CAULKING AT 1 ,.....01...414 SEALANT FINISH PLY 0 MINERAL CAP SHEET ENDWALL FLASHING BY i I AIM•I 0 ii STAINLESS Ea „...."--,... ,.....,-011 PrAPPAR a BUILDING PAPER - OVERLAP 1 1 IIIIPPAPFARII MEMBRANE FLASHING ROOFING MANUFACTURER 4 k 4 k OVERFLOW 4, 1 .....„,,,, Nii:1114 1 1410101°' 1* 11 1 PlIMMIIIIN4 MEMBRANE FLASHING Pr AlaippriAffoleri- BUILDING PAPER - OVERLAP /I/ 14 BSc i LAkilEsSsSTR SI IN E(L.AAVIHISAHG IL NT G FLASHING IL 01 1 i 0 I ° 0 1 H II lir A ituipl „ Ifini MEMBRANE FLASHING 1 LAP METAL DECK ..,. C\1 ! 41 1111, :: MASTIC MEMBRANE FLASHING limo ;r: ; OVER FLASHING \1 (/' 61111116. k k I l '' 1 1 \ 1 0 1 1 i '1 1 11111111MWAL. „ , 4.1 MASTIC MEMBRANE FLASHING WOVEN MORTAR SUSPSNSION BATT 2'-0" x 2'-0" x 2" DEEP ,,,-- 4 I 1 \ A 1116,111111111=11 001 API I )100_, I 1 t „ 0 \ :,:., SUMP, SLOPE TO DRAIN 1 , , 0 „ WOVEN MORTAR SUSPSNSION BATT IN - I i 00111K 0 lof -0) ,PIIIFAEII I le, A , ... , Mig immamm 4 1 1 t 4 I 1 4 k 1 1 H :: ' 1111INIL . Owner: L....1 . 0 , „ GL. BM. HEADER - SEE STRUCTURAL in a.. 1 k WEEP HOLE AT 24'' 0.C. LIIIIIIIMtlk,, 1 ci INTERPLIES IPIPPr PI 1 k ROOF DRAIN (I) Cedar Hills 1 1 111 ha= 1 1 1 \ AMMO 4 A' 0 0 ct PLYWOOD DECK Development <--> I 4, , , 1 4 1 : 1110.. Ai 4 k I 1 I k 4 1 4 k i .....a...111.n1 0,4 1 HimminiamrivAl...1, 7.1 .1wcioni Mb 'NM IVWI- 111111111 2 i 'NI GALVANIZED STEEL PLATE A.41111 ,.......................... L., „., ....,.......,,,,,,ii riiim.., / 1,_7„ 4,_7„ 1..."1. 'MN LINE OF LEAD PAN I- ,--- 1111 —1 ill ..) / 1 ,) / — — — .111111 1 1 LINTEL, PAINT EXPOSED SURFACES - P2 lb. 2'-6" ik 1,1 I 001111 1 (1 ' 4 44,Iili iiii SEE STRUCTURAL um GALVANIZED STEEL LINTEL ANGLE, PAINT EXPOSED SURFACES - P2 / / 1 2 " I; 2 " tillillill, 111 4 :1 1, 4-y' M 915 NW Torreyview Lane . 14111 SEE STRUCTURAL 1. 1/1 11' 11111664i" SEALANT & BACKER ROD CANOPY FRAMING - 1■1 • I 1 I '11 I It! SEALANT & BACKER ROD ,, li Nil 1 1 1 1, 1:!1 STOREFRONT HEAD WITH 111,1111111 Portland, Oregon 97229 SEE STRUCTURAL I k i i 1 ' 101 SHIM ilk 6.1M 1 k i 1 ,1 \/\ COMPENSATING CHANNEL - 1111211111.. i I / 1 1 / ., s ALLOW Y2" DEFLECTION STOREFRONT HEAD WITH COMPENSATING millitell. hll11111111111141K 5' Window Head 6 Window Head CHANNEL - ALLOW Y2" DEFLECTION 7 Roof Drain Plan Penetration 4ft.4d"_.....ii.„'''''''''N''''''''>" iiPipe BUILIDING PAPER - OVERLAP lir 1 ■ri I k MEMBRANE FLASHING IMI. 0 , , , . . , A5..y3"=v-0" A5.1 3"----"-V-O" A5.1 x".•=1'-o" A5y 3/1."=1'-O" TS POST - SEE i 1 12c1 WOOD POST - SEE 12d1b IllpallEiti 1 11 J - --I • ' STRUCTURAL MASTIC MEMBRANE FLASHING liamaini, 11 1"111111■11Mr :: I 1 \ I I 1 ,c; ,. , " III II' , !!, ;1 \ \ STRUCTURAL SHIM SHIM SHIM Project: ill il h li WOVEN MORTAR SUSPSNSION BATT hiL '4111114[ :, I 1 / I 1 '1 jj NINE i :: 1 li \ / I, I 'I i , , ALUMINUM STOREFRONT SYSTEM STOREFRONT SILL ALUMINUM STOREFRONT ALUMINUM STOREFRONT Pacific , , / ■I .„---- 1.,., li, II _AI 1.! , ■'1 11!1 1i1 111 I, TS HEADER - SEE STRUCTURAL 1 trill 1 k I\ id 11 11' I;, SEALANT & BACKER ROD Crossroads k !ill 11 k / 1 \ 111 - - id 1,' 1 q 1 / / \ ■. 1 1 i i ‘ 11 II Corp. Center WEEP HOLE AT 24" 0.C. 4 k 1 k _ _ 't■ , / r 1 II / I k 1 \ 2i" 4" I'l I 44" SHIM 2 4 j, 44" IP • IIIIII 'l I , , I!! BidfagffSi . A B & C .:N.... IA 1 , 1,111,prorm 1111 111P ,ti,- i, .. ill p ROWLOCK COURSE SILL, GALVANIZED STEEL PLATE MA \ , 1111'1111m litallivalliwall LINTEL, PAINT EXPOSED pir oppr, pr.e_ :1101"--=:iiilialit, _ I, P.T. SILL PLATE SLOPE TO DRAIN AIL r ° :s. Tigard, Oregon SURFACES - P2 P i q=. I !' 111111 r Pr ----iff-CA ■:111,, , r ACM IN SEALANT & BACKER ROD TO CONCRETE - SEE STRUCTURAL nil r ,Altilb.. A. A. AitiL. ' 111111111ji i r--( SEE STRUCTURAL r ,---,.. ..3__ _____ _ ___ _ _____ _____ ,,,., -.'.'e pi.10_ _ I'm ■■■■• 11 i...■ 4111 ■ r. '71 (?1•IS SEALANT & BACKER ROD r,, 2i" ..7.miwilillr.41 -i.QIIIIIIIIIIIlllIll -- -------1 MEMBRANE FLASHING OVER - - lifoomiii-iloor I Inc' so_„pp,.n - PLYWOOD , z? L. vi ------ --- -- Nm- -1 i A ,„„iruSsNit 1 * mipmimilik!, -44411110_ Pr 4013111111111.- 11111 '1'1 l!' BUILDING PAPER \IS 1111111S 1 111S111:11111 ,:l 11 1111111.111... ..ii111111 4' Ai I01 lel 1109' II_ MEMBRANE FLASHING /111111111111111■1 1 -....0111151101111111M 'TI\11 II 1! 11Poo, I/ WIPIIIPK 11; 11 1111111111111111111111111111111111111 :i IIMMEIMM....-- 11 1 glirr AdirdrArlp WOVEN MORTAR SUSPSNSION BATT STOREFRONT HEAD 11; 1 IjI ,1 Sill‘tlpi IIIIPPrAM a) 4 41 mpumarramak Fr' . WEEP HOLES AT 24'' 0.C. 111. , Sheet Title: WITH COMPENSATING CHANNEL - !, ,, ALLOW 3/2" DEFLECTION I: Ji il ji r III Pr A 3- .4. FLASHING \ Details 11 1111111.11111EA A 1 I VA, VULKEM 116 SEALANT ROWLOCK BRICK SILL II jj 1 k ROWLOCK BRICK SILL TYPICAL ■ 4 . TYPICAL 1 4 :s. II A .5 FINISH GRADE 1 k SEALANT & BACKER ROD SEALANT & BACKER ROD 1 k MINFAIIIPPAIIIIP 'I lil I 1 k IIIIIIMIMIIML 531, 0 , _ i , 1 ,1 1 1 prArrA.NrAmmr PLYWOOD ON WOOD STUDS - SEE -7, BRICK RETURN AT JAMB TYPICAL BRICK RETURN AT JAMB TYPICAL , h 1°1)'' I i STRUCTURAL <;:j ,........,.........-41 1 1 1 ......,,.,„::: 4,41i 1 _it PARATERM BAR, NAILED AT 8" 0/C 10°- 441111101 :lir A i‘ '\ MEMBRANE FLASHING, LAP MEMBRANE FLASHING, LAP I \ :4\ 1 1 ......._ IA OVER BUILDING PAPER OVER BUILDING PAPER 1 (9Canopy Flashing io Window Sill .,•,.....„., CONCRETE STEM WALL - iii" Window Jamb at Wood Post ri - , Jamb at TS Column lq-,. 5.:V 3"=1'-°" A5.1 3"=v---0" SEE STRUCTURAL \ 5.1) 3"=is.--0" , 4,5.1/ 3"=1'-°" d-08400-jamb-1 d-8400-jamb-2 ' --- 1PARASEAL MEMBRANE ■ . , 11 , L . 4641 ;;Jt n <7 l■ s , 10. TREMDRAIN -..r■quipprolikprwAirAip 2x PONY WALL - SEE STRUCTURAL STOREFRONT DOOR ... 0101110.- All 1 111111111111LA BUILIDING PAPER - OVERLAP ,, , 41 k ki lirasA 1 k grillrAfp 1 4 Art MEMBRANE FLASHING A _....------------------ , PT 2x FURRING I k -411111 1 10k 10 ria , k BUILIDING PAPER - OVERLAP MEMBRANE FLASHING F.B. 343" x 2 RAIL Revisions: 41 rgr-ArAp 1, AT 24 O.C. P.T. SILL PLATE i k _AI 111 PLATE 'Yls" x 2" x 18Y2" AT 48" MASTIC MEMBRANE FLASHING L .1 1 k k 111111.111/111114 O.C. MAX. TRESHOLD I ■ rillinilliMi k k 1 11 ,0011IIIII < :' , ■ -- ,• :,, :• iijil_c_c_77\:PT 2x FURRING TO CONCRETE - SEE STRUCTURAL ,... : r ■ot, P,1 larvAIN MASTIC MEMBRANE FLASHING WOVEN MORTAR SUSPSNSION BATT . -,.4.., ...., ,, Ail -41P-Ad SEE DETAIL 5/S5.2 FOR BITUMINOUS EXPANSION JOINT , 1 t H ■ , 0 1 11 N■\ } 1 k Illik diall K WOVEN MORTAR SUSPSNSION BATT LADDER CONNECTION TO BUILDING 1 11 ' : 111111111110P'-iiidia ___,7 - - ■ i A-_ 61111-1411 AI 1 101 :IP I e I I i I I I II I 1 WA 2 ■ 0 i----)c---- , - \ - -""Illhilltiliii°PPP' n, CORNICE ABOVE CONCRETE SIDEWALK --\ ), .. /---\ Ck 1 operf k k WEEP HOLE AT 24" 0.C. , •-fiNI 111".. 1 k 1 1 : 1 1‘ , ammaa ./ .,. ,.., WATER STOP Illiblo.„; ' ' , 1 11 A BITUMIMOUS EXPANSION JOINT 13-) pAimp,,, , .., k CO 11 1 .. BRICK VENEER k il t i I t II NrAIMP, / WI \ 4 1 11 11 1 raffilp 1 11 11 1 CONCRETE SIDEWALK 1 1 t T-ICN : :tt t: : ',, , 1 A. .,,.... ...... • 1111111,111111,11111.11111111111.111111111111111111111111111111111111111111111111111111111111111111111.11111111111111111111.11111111-m7 : ■ rn. „ . . „ , . „ '.>' 1\- s Ilk I Z] 1] _ _ ,_ ,,T; 4 1 ---)c-i 1 MILDREN DESIGN GROUP, P.C., 2007, ALL , ' r 5/7----\ ■ RIGHTS RESERVED © ,-- SEALANT I zA . ii ■ i IN - FINISH GRADE r 1 THESE DRAWINGS ARE THE PROPERTY OF A\ ,....... 41111 .. I 7\ v,/' Z MILDREN DESIGN GROUP, P.C., AND ARE ,,----- \\_ NOT TO BE USED OR REPRODUCED IN ANY 5i,, MANNER, EXCEPT WITH THE PRIOR WRITTEN .1, CONCRETE SLAB - SEE III < 40. A • ii )ci , PERMISSION OF MILDREN DESIGN GROUP, P.C. - II A ii STRUCTURAL '‘.,:, 0,- -----/-'\ a „,. ‹ <, . „ ILA .___, Date: 13 December 2007 Ar44,11 I 1 --- ,,... <:---, < ,•• ___.. \ : - I I / _ ,,..,;/ i \ \ :''' At 1 f CONCRETE FOOTING GROU SOLID BELOW GRADE \ -....._ N' -00NrETE STEM WALL I iN, 1 , _______ 1 Drawn by: Checked by: I BEYOND ---\\ .' :,, 0- ---7---:--\ ---- <7 ■ ..N, FOOT'. G - SEE STRUCTURAL BK/MRW WEM < LN, , Vie— 1 I -- ,. <1, Job Number: 106244 /I z.... j Ni 4, - __J \ , /------\ ri Ladder to Wall Sheet A A A .. ' 11■AL.._ c_ 1,1,5.aV 34"-"---1'-O" 13'. 1 Storefront Sill 14 Brick at Footing 15 Window Sill at Concrete Stem Wall rie- Stud Wall at Concrete Stem Wall d-14000-Idr-1 A511)3"=1'-0" A5.1 3"=1'-'0" A5.1 3"---1%-°" 1A5'.ay 3":=V-O" Building C Only Permit Set - December 2007 A5. 1 bbc-e bbc-e 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 ......i 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 Continuous 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, SOILS ARCHITECTURE • SPACE PLANNING ( ) MOISTURE OR WEATHER. AT EXPOSED Site Preparation for Fills 1704.7.1 X 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 Fill 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'-0" 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'-O" 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 ofwork. 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 Special inspection applies to verification of proper use of bar 1704.4 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 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 1907.5 ACI 318 1907.7 ACt3187 8 7.5.0 X clear cover requirements,specified in the design documents. A/E 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 Frequency-Verify minimum of 50%each type of wall elevation, ADDITIONAL INFORMATION. THE NOTES CONTAINED IN THE PROJECT DRAWINGS AND DISTRIBUTION OF REPORTS; AND NOT BE USED). NAILING slab,footing,beam,or column type. A6I afghan associates,inc. O US D) A LING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1. 9 1704.3.1 ACI 318 3.5.2 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 E N G I N E E R I N G (b)Special Inspection shall be continuous if allowable THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING AND DBA SHALL BE AUTOMATICALLY END-WELDED WITH THE MANUFACTURER'S WOOD SHEATHING: 4875 SW Griffith Drive i Suite 300 l Beaverton,OR 1 97005 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 1704.4 ACI 318 1.3.2.0 X(b) X stresses have been increased per 1912.5.Locations as 503.620.3030 teL 1 Project 0.5539 23.11 w.aaieng.cam ( ) 1912.5 indicated in the design documents.Periodic Frequency- Project No.A06223.11 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 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 Verification of Required Mix Design(s) 1904 ACI 318 CHAPTER 4 X Mix Designs to Design Document requirements.Frequency- 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 Verify mix design for each different type prior to placing 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 AC!318 5.2-5.4 concrete. .�gU C T UR4 PROVIDE BRACING, s 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 Ø PROS LIMITS DEFLECTION, TEMPERATURE AND SHRINKAGE EFFECTS TO AN ACCEPTABLE • PIPING SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, 1/8" Concrete Placement 1905.9-10 ACI 318 5.9-5.10 X technique. S DAYS AFTER CASTING. RECOMMENDATIONS. ALLOW 1/8 SPACING AT PANEL ENDS AND EDGES, UNLESS G pF��/ ACI Chapter 5 LEVEL TO THE OWNER. COMBUSTIBLE OR HIGHLY TOXIC MATERIALS. OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. Concrete Strength ASTM C39 ��' • ANCHORAGE OF ELECTRICAL EQUIPMENT USED FOR EMERGENCY OR EPDXY ADHESIVE: Concrete Slump ASTMC143 a . .,,,, .E 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 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 1704.4 Frequency- �'` j • 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 Each 150 cubic yards,nor less than 5000 SF of Concrete Air Content 1905'6 ASTM C231 X Slab or Wall placed each day. till 4�/5,2%r" lei 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 o� 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 1�N A.`C 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 ASTMC1064 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 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 ACI 318:5. -5.13 X 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 ACI 530 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 530 1.14x 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 S,WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF PLACEMENT OF MASONRY UNITS AND ACI 530 1.14.x 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 MORTAR JOINT CONSTRUCTION ACI 530.1 VERIFICATION OF SiZE AND LOCATION OF ACI 530 1.14.14.x 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 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 1704.5.2 REINFORCING STEEL AND CONNECTOR 1704.5.3 ACI 530 1.14.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. 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 AC! 530. DEFORMED BARS COLD/HOT WEATHER MASONRY ACI 530 1.14.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 1.8C X ALL TEMPORARY SITE-RELATED ISSUES WITH THE GEOTECH FOR REVIEW AND 4.TYPE AND FREQUENCY OF SPECIAL 1NSPECTION/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 AC1530.1 1.8D VERIFYING USE OF REQUIRED GROUT x X ACI 530 1.14. 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 Owner: (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 VERIFYING GROUT SPACE iS CLEAN ACI 530 1.14.x X{b) X (b) 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 Cedar Hills GEOTECHNICAL DESIGN CRITERIA INDICATED iN THE GEOTECHNICAL REPORT: WIND UPLIFT NOTED ON THE DRAWINGS. THE JOIST MANUFACTURER SHALL VISIT JOB GROUT PLACEMENT ACI 530 1.14.x X STRUCTURAL OBSERVATION: WALL THICKNESS VERTICAL BARS BOND BEAM HOR. BARS SITE AS REQUIRED AND VERIFY THE PROPER INSTALLATION OF JOISTS IN WRITING TO ACI 530.1 3.5 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 Development 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 1708.1 X FOR MASONRY UNITS,MORTAR AND GROUT MATERIALS, 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 C1019 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 Torreyview Lane (3)PRISMS PRIOR TO DESIGN 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, PARTIALLY GROUTED WALLS REQUIRE A SET OF TESTS 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 PRISM STRENGTH 2105.2.2.2 ASTMC1314 CONSTRUCTION AND FOR BOTH THE GROUTED AND UNGROUTED CONDITIONS Portland, Oregon 97229 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 (3)PRISMS FOR EACH F'c = 3000 PSI TENSION LAP SPLICE LENGTHS (INCHES) TOP BARS' 2 STEEL 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 -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 1 _6 1704.3 ASTM A6,568 BARS AT SPLICES 48 DIAMETERS, WITH A MINIMUM LAP OF 18"U.N.O. - , Material Verification of Structural Steel 1708.4 RISC ASD A3.1 a X Manufacturer's 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 RISC LRFD A3.1 a of structural steel MISCELLANEOUS SEE PLAN FOR LOADING AND LOCATIONS CONCRETE: STRUCTURAL STEEL: Material Verification of bolts 1704.3.3 RISC ASD P3.4 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 #5 36 36 36 36 36 36 36 36 36 AISC LRFD A3.3 High-Strength Bolt BUILDING CODE AND AC! 318-05. CONCRETE STRENGTHS SHALL BE VERIFIED BY FABRICATED WITH ASTM A992 OR A572, GRADE 50 MATERIAL. CHANNELS,ANGLES AND #6 43 43 43 43 43 43 43 43 43 Material verification of Anchor Bolts and 1704.3 AISC ASD A3.5 X Manufacturer's Certified Mill Test Rports.Frequency-Each type Project: 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 Threaded Rods. AISC LRFD A3.4 of structural steel LATERAL: 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 Pacific 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 SEISMIC CRITERIA: A500, GRADE B(Fy=46 ksi)MATERIAL. ROUND PiPE SECTIONS SHALL BE ASTM A53, tee. Crossroads fc(PSI) NON AIR-ENTRAINED AIR-ENTRAINED USE GRADE B (Fy=35 ksi)MATERIAL. - - - AISC ASD A3.6 ( ( y- ) #9 109 81 81 109 81 81 Verification of qualifications 1704.3.1 AISC LRFD A35 X Copy of welder qualification cards.Frequency-Each Welder. . . SITE CLASS= D - Complete and Partial Penetration Groove OCCUPANCY CATEGORY= II 3,000 .54 .46 FOOTINGS AND GENERAL DESIGN, FABRICATION,AND ERECTION SHALL BE IN ACCORDANCE WITH THE"AlSC welds AWS D1.1 SECTION 6 X All welds visually inspected perAWS D1.1.6.9.Ultrasonic,or Corporate SEISMIC DESIGN CATEGORY=D SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL Multi-Pass Fillet Welds X other approved testis required for CJP and PJP welds per SEISMIC IMPORTANCE FACTOR= 1.00 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 AWS.Periodic Frequency-Approximately Once Daily,each Ss=0.95g Si =0.34g SDS =0.71g SD1 =0.39g PRACTICE". ALL EXPOSED STEEL SHALL CONFORM TO THE AISC GUIDELINES FOR F'c = 4000 PSI TENSION LAP SPLICE LENGTHS (INCHES) - TOP BARS. Single-Pass Fillet Welds<5/16" -i X Welder. ;enter SEISMIC RESISTING SYSTEM: SCBF(R=6'/2', 0=4) 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 RELIABILITY FACTOR= 1.00 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 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 SW Pfaff le St. ANALYSIS METHOD= EQUIVALENT METHOD ADDITIONAL CEMENTING MATERIALS, SUCH AS FLYASH, SLAG AND SILICA FUME, MAY 3"OF BOLTS, WELDS OR HEADED STUDS. - 1704.3.1 perpendicular to supports,sidelap connections,drag strut 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 WIND CRITERIA: 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 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 Inspections applo completed installations. BASIC WIND SPEED=80 MPH (1998 OSSC) RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. CONSTRUCTED WITH TWIST-OFF TYPE,ASTM F1852 (ASTM A325TC OR ASTM 490TC) miniSpecial inspections applwd decking depth and s,gage, ( ) ( ) #6 37 37 37 37 37 37 37 37 37 minimum span layup,powder actuated fasteners,screws, WIND IMPORTANCE FACTOR= 1.00 CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER BOLTS PER RCSC SPECIFICATIONS. ALL BOLTED CONNECTIONS THAT ARE PART OF 1703.4.2 Installation of Roof Decking 1704.13.3 ICC REPORT X proprietary side seam attachments and button punches. EXPOSURE = B SHALL CONTAIN A 5% + 1% (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 54 Frequency-Each 1200 SF decking installed,minimum Once ASTM C260. ASTM A325SC OR A490SC, BOLTS. ALL FAYING SURFACES SHALL BE PREPARED AS Daily. SHOP DRAWINGS: REQUIRED TO MEET CLASS A OR BETTER SLIP-CRITICAL JONNT. ANCHOR BOLTS SHALL - 74 62 62 74 62 62 RCSC Connections to be Visually Inspected.Frequency-Once Daily, SHOP DRAWINGS SHALL BE SUBMITTED TO THE NE PRiOR TO FABRICATION AND 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. #9 94 70 70 94 70 70 CONSTRUCTION REGARDING FOR THE FOLLOWING ITEMS: AS REQUIRED,A MINIMUM OF 14 DAYS PRIOR TO PLACING CONCRETE. THIS MIX OTHERWISE. ANCHOR RODS FOR POST-INSTALLED EPDXY AND EXPANSION ANCHOR Pretensioned High-Strength bolting using STRUCTURAL JOINTS Sheet Title: 1704.3.3.2 Connections to be visually inspected.All bolts shall be 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 USING ASTM A325 OR NOTES: X inspected after snugging and pretensioning.Frequency- • CONCRETE MIX DESIGN ACCOUNT ABRASION RESISTANCE, FREEZE-THAW RESISTANCE AND PERMEABILITY. 1 ", 12" Tension Indicator Method or Twist-Off Type P490 BOLTS ° Structural 1. "TOP BARS"ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 OF CONCRETE Tension Control Method SECTION 9 Approximately 50%High-Strength bolts installed each day. • CONCRETE AND MASONRY REINFORCEMENT(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. RCSC • STRUCTURAL STEEL (WI MILL TEST REPORTS) EXPOSURE. CONCRETE USED IN ELEVATED SLABS SHALL HAVE A MAXIMUM THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS 2. FOR BARS OTHER THAN "TOP BARS", DIVIDE DEVELOPMENT LENGTH SPECIFIED IN SPECIFICATION FOR EACH COMBINATION Informat ion • GLULAMS 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 TABLE BY 1.3. PRE-INSTALLATION VERIFICATION OF STRUCTURAL JOINTS OF DIAMETER, • PREMANUFACTURED WOOD JOISTS 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 1704.3.3.1 USING ASTM A325 OR LENGTH,GRADE,AND • STEEL DECK 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 • MISCELLANEOUS STEEL ITEMS INCLUDING EMBEDS PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED. UNLESS NOTED OTHERWISE iN DRAWINGS, ASSUME ALL SPLICES AS CLASS B. SECTION 7 THE WORK 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 SHOP DRAWINGS SHALL BE SUBMITTED IN A TIMELY FASHION TO THE NE FOR 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. Special Inspections apply anchor product/type,dimensions, APPROVAL,ALLOWING 14 DAYS FOR REVIEW AND COORDINATION. IF THE SHOP 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 IF TRANSVERSE REINFORCEMENT 1703.4.2 ICC EVALUATION p p pp y p ' TRIF Installation of Concrete Anchors X hole preparation and condition,adhesive expiration dates, DRAWINGS REVISE THE DESIGN AS SHOWN IN THE STRUCTURAL DRAWINGS, THEN THE 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. REVISIONS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4" PENETRATION GROOVE WELDS NOT USED IN THE SEISMIC FORCE RESISTING SYSTEM ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL. CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. WHERE SHALL BE MADE WITH A FILLER MATERIAL WiTH A MINIMUM CVN TOUGHNESS OF 20'# ------" �-"" °"" '-�-", WOOD SHEET INDEX NEW CONCRETE iS PLACED DIRECTLY AGAINST EXISTING CONCRETE,THE EXISTING AT 40°F. 151 Special inspections applyto the verification of detailed DEFERRED SUBMITTALS: 4" .0 i Structural Information 1704.1 CONCRETE SURFACE SHALL BE ROUGHENED TO APPROXIMATELY AT 1/4 AMPLITUDE _ . ._..M.-, ,;.-__. ._,._-..�... _. ,. ��.r�..._ - Fabrication of Prefabricated Structural fabrication and quality control procedures,including a review 1704.2 X DEFERRED SUBMITTALS ARE ITEMS DESIGNED BY OTHERS. SUBMITTALS SHALL AND RECEIVE AN EPDXY BONDING AGENT(PER THE MANUFACTURER'S STEEL DECK: I S2.1 i Building A Structural Plans Elements for completeness and adequacy relative to code requirements. 1-- .,....,a-----,_,.,.. _. ------1 s 1704.6 INCLUDE SHOP DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF RECOMMENDATIONS)PRIOR TO CASTING OF THE NEW CONCRETE. STEEL ROOF DECK SHALL BE 1-1/2"TYPE B. STEEL DECK SHALL CONFORM TO ASTM 1 S4.1 Foundation Details Frequency-Once per each Fabricator prior to start of work. ITEMS,AND THEY SHALL BE STAMPED BY A LICENSED STRUCTURAL ENGINEER AND A446, GRADE A. THE GALVANIZED COATING SHALL CONFORM TO ASTM A525 FOR G60, i S5.1 Structural Details Special inspections applyto verification of APA panel rating, SUBMITTED TO THE NE FOR APPROVAL. SUBMITTALS SHALL BE MADE TO THE A/E FOR CONCRETE REINFORCING STEEL: AND G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PROVIDE A 2"DECK LAP .2"Structural Material Verification of Structural Panels X grade and thickness.Frequency-Each Type. S5.2 Structural Details g Yp APPROVAL A MiNiMUM OF 14 DAYS PRIOR TO FABRICATION. DESIGN-BUILD ITEMS REINFORCING STEEL SHALL CONFORM TO ASTM A615, INCLUDING S1, GRADE 60, FOR AT ALL SiDE AND END JOINTS. °°w `" ° ' Special inspections applyto verification ofgrade/thickness of SHALL BE DESIGNED FOR ALL CODE-DEFINED LOADS PLUS INDUSTRY STANDARD DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC(WWF), UNLESS Verification of Horizontal Diaphragms and 1704 6 1 X sheathing,fastener type/dimensions,no.of fastener lines, LOADS, INCLUDING GRAVITY, WIND AND SEISMIC LOADS. CALCULATIONS SHALL 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 Shearwa!!s with Edge n tal Nailinag p hragms<4" 1707.3 spacin g and edge distances.Frequency- g Revisions: INCLUDE REVIEW OF LOCAL STRESSES ON STRUCTURAL ELEMENTS DUE TO THE A706. MiLL CERTS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF CONDITIONS,AND MINIMUM PROPERTIES AS FOLLOWS: Verification of Framing Size at Horizontal SELECTED CONNECTION METHOD. ADDITIONALLY, CALCULATIONS AND DRAWINGS THE REINFORCING. HOOKS TO BE STANDARD ACI LENGTHS. REFER TO THE Diaphragms and Shearwalls with Edge X SHALL CLEARLY INDICATE THE LOADS IMPOSED UPON THE STRUCTURAL SUPPORT DRAWINGS FOR REBAR SPLICE LENGTH SCHEDULE. REINFORCING STEEL SHALL BE i (!N4/FT) S(IN3/FT) Nailing <4" Connections for Diaphragm Chords, FRAMING. DEFERRED SUBMITTALS ITEMS INCLUDE THE FOLLOWING; SECURELY TIED IN PLACE WITH#16 ANNEALED IRON WIRE OR REBAR POSITIONERS. Collectors,Bracing,Shearwall Anchorage X • GLAZING SYSTEM REBAR SHALL NOT BE BENT TO DISPLACED IN ANY MANNER WITHOUT APPROVAL BY ROOF DECK: 1-1/2"-18 GAGE 0.302 0.322 and Holdowns. 1707.3 Connections shall be visually inspected. • BRICK PANELS THE A/E. Field Gluing of Diaphragm and Shearwall • STEEL STAIRS AND LADDERS ROOF DECK SHALL BE ATTACHED TO SUPPORTS AND AT SIDE LAPS AS REQUIRED BY Elements X • WOOD JOISTS 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, • SKYLIGHTS BLOCKS OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE CRSi MANUAL OF DRAWINGS. Prefabricated Wood Shearwalls 1704.13.3 REPORT X placement,embedment length,spacing and edge distance. • BRICK VENEER TIES STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN • RAILING SYSTEMS (HANDRAILS/GUARDRAILS) ACCORDANCE WITH THE"ACI MANUAL OF STANDARD PRACTICE FOR DETAILING SAWN LUMBER: (a)Periodic Inspection Frequency as determined by the Design Professional,Unless Noted Otherwise. • MECH./ELECT./SPRINK./PLUMB. HANGERS REINFORCED CONCRETE STRUCTURES,"AC1315. 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. ELEVATIONS OF ALL BEAMS AND COLUMNS SHOWING BAR LOCATIONS. LAP ALL EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION INSPECTION AND TESTING 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: ALL CONSTRUCTION iS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL IN 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 ACCORDANCE WiTH THE 2006 IBC SECTION 109 AND 1701. THE CONTRACTOR SHALL HORIZONTAL BARS IN FOOTINGS. THE DRAWINGS): type of construction or operation stipulated. COORDINATE THE REQUIRED INSPECTIONS WITH THE LOCAL JURISDICTION. 2. If necessary, the contractor shall arrange a pre-construction meeting with the Architect. Engineer, Building Official, and Testing Agency to review the special AAf ENGINEERING., 2007, ALL RIGHTS MINIMUM CONCRETE COVER FOR REINFORCING STEEL(U.N.O. ON THE PLANS): Fb(PSI) inspection requirements. RESERVED© REFER TO THE ATTACHED TABLES AND THE STATEMENT OF SPECIAL INSPECTION USE GRADE (BASE VALUE) 3. Duties of the Special Inspector include, but are not limited to: THESE DRAWINGS ARE NE PROPERTY OF SECTIONS FOR ADDITIONAL REQUIREMENTS. A. CAST AGAINST EARTH 3"CLEAR A. Acknowledge and conform to the Special Inspection requirements of... AAI 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 AA 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 Drawn by: Checked by: C. NOT EXPOSED TO EARTH OR WEATHER prefabrication if the approved agency certifies the construction and furnishes evidence of compliance. -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. AAI Job Number: A07202 r.-. -PLUS OR MINUS 1/4"(TYPICAL) BEAMS/STRINGERS DOUGLAS FIR-LARCH NO. 1 1350 N -PLUS OR MINUS 1/2" FOR TOP BARS IN MEMBERS MORE THAN 8" IN DEPTH Sheet N POSTS DOUGLAS FIR-LARCH NO. 1 AND BTR 1200 N Building A Permit Set - December 2007 S1 .0 PLAN NOTED: FOUNDATION 0 INDICATES 4" THICK CONCRETE SLAB-ON-GRADE WITH #4 AT 24' O.C. EACH U1AY fi�LACED AT SLAB i„'(iD-DEPTH. SEE 5i`'ECfFICATIONS 1110 0 4 0 (---) 0 FOR VAPOR BARRIER'., SUBGRADE AND UNDERSLAB REQUIREMENTS. MILDREN DESIGN GROUP, P.C. INDICATES CONTROL JOINT ! CONSTRUCTION JOINT. REFERENCES ARCHITECTURE ■ SPACE PLANNING 104'-0 1/4" DETAILS AT JONT�LOCATiONS SUBSTITUTE PLANCONSTRUCTION SUBJECT I o JOINTS 7650 S.W. Beveland, Suite 120 " 3'-1 1/2" " " " APPROVAL BY THE ENGINEER. Tigard, Oregon 9'7223-8692 22 -1 3/4 / 31 --f 3/8 23 -4 23 -10 1/S Voice: 503-244-0552 Nir A v A v A v A 0 A Q I 0 INDICATES COLUMN BLOCK OUT. REFERENCE DETAIL 4/55.1. AT EACH Fax: 503-244-0417 CORNER OF COLUMN BLOCKOUTS THAT ARE NOT INTERSECTED BY I` r , , / / , / ( , / CONTROL JOINTS, PROVIDE (2) *4 x 4'-0" LONG REINFORCING BARS.4 �, 12 AI AT 45 DEGREE ANGLE TO SLAB EDGE, CENTERED ON CORNERS. F4.5 S4.1 54.1 ` 54.1 r F4.5 I I TYP. .,,, TYP. 1_____ 4. FX 4 WX REFER TO FOOTING TYPES, SEE SCHEDULE BELOW. A \ --,, I r _ -1 - - 1 I FOOTINGS TO BE CENTERED UNDER COLUMNS OR WALLS, OR AS i---- L J I SHOWN IN THE PLAN AND DETAILS. TOP OF FOOTING ELEVATION TO S $ C -� �,_I S ksk �a �� �� 2 2 2 �� �� -r►l�-j C BE A MINIMUM OF 1'-0" BELOW SLAB-ON-GRADE. ALL FOOTINGS fr 3 I 1 3�l� .pc 4a +"2 -{�` / 3 = SHALL HAVE A MINIMUM OF 1'-0" SOIL COYER AT EXTERIOR GRADE. I '�1 <04- 12 afghan associates,Inc. -\ I ' I �,�+ �,�,�+ �yj+ r G 2 54.1 5. T.O.F. INDICATES DEPTH TO TOP OF FOOTING BELOW FINISHED AA I 4/SS, \ � NP \� ' � \ TYP. /EL, -1'-O" FLOOR (EL = 0'-00"). ENGINEERING Z∎ `4! A 6. � -�° INDICATES FOOTING STEP. REFERENCE DETAIL 15/54.1 4875 20 Griffith Drive Suite 304 i Beaverton.OR 197005 503.620.3030 tel.1 503.620.5539 fax I www.aaieng.com Project No.A06223.11 1^......"\ 2 FTG STEP - A +� � A 1. NOT USED �� I �� �� G a NOT USED Z R u C T u� I � T.O.F. �+�'+ �+�'+ �' HoLDOWN $ �ti0 PRpFF r� 9. REFERENCE GEOTEC1-NICAL REPORT FOR FOUNDATION AND ��, �" 1- � �� EL. +0'-8" p �� EACH END SLAB-ON-GRADE SUPPORT REQUIREMENTS, INCLUDING EXCAVATION, 4 G N FF`��a TYP, 0 2 $IM' FILL AND FILL PLACEMENT REQUIREMENTS , ,•WE 4hei li) c ` k 2 I-_ { 1 I I I 0 *. ` 4 • 1 10. REFER TO CIVIL DRAWINGS AND ARCHITECTURAL SiTE DRAWINGS FOR - ' 54.1 I • I 1 I TYP.'' !� L__ 1 i - I I 1 _ ALL FINAL GRADES. COORDINATE EXTERIOR RETAINING WALL r: •REGON 0 ( - - - �__ �_�X4.5 - - ��r ���X4.5 - ,F4.5 - 2 T REF. 9!54.1 AN 14/54.1 _ �� , 4 , SECTION WITH RETAINED GRADE HEIGH 5, RE . D �► c4 \ 54.1 A,`to ;- `�`` `�` TYP. ., II. CONTRACTOR TO VERIFY ALL DIMENSIONS WiTH ARCHITECTURAL `` `� '1 ` 54.1 C DRAWINGS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES EXPIRES: 6/30/08 t., I �` >' `.` 3 Q ` .�, TYP. PRIOR TO FABRICATION.0 tea JO J (\ `, 12. REFERENCE ARCHITECTURAL DRAWINGS FOR DRAINS, SLOPES OR v \ \ `, 3 AT SHADED AREA: 2 OTHER FLOOR DEPRESSIONS NOT SHOWN. \` ■ \\ 3'-0" WiDE x 1'-6" DEEP Q `�o t,, `�� CONT. FTG W/ (4) *5 CONT. A 13. VERIFY ALL WINDOW AND DOOR DIMENSIONS WITH ARCHITECTURAL I . / BOTTOM REINFORCING ` 84.1 • n Ny TYP. DRAWINGS. ` \ �< \ CENTERED ON STUD . 1.• 2 71 v \ WALL. ` • `\ ``. �+ ., FLAN NOTES: ROOF FRAMING 4 ` `\` 3 3 3 3 3 3 3 -���J-,F4.5 ``�\ ,,,�.. . .... ..n.�.�. .�,,,�, .�. . .R ..�..�. __, ,, ..... r: 1. 5. i I i DESIGN LOAD C6) `\ -- -1 i 1 r , 1 DEAD LOAD - 15 PSF \..-... ... �- I .: - µ r - - i SNOW LOAD = 25 P5F PLUS DRIFTING (SEE NOTE 16.) -/1.11\ _ , i _J I._____.k NET WIND UPLIFT = PSF A aiiii 0 7_ '\ 54.1 54. 54,1 S } N fry.-. 2. 1/2" TI-PICK APA-RATED, EXPOSURE 1, PLYWOOD ROOF SHEATHING �.,}<0+ TYP. TYP. TYP. ' 54.1 ,�+ 2'-0" (NOMINAL 4' X S' PANELS WITH SPAN RATING 32/16) ATTACHED WiTH TYP- ' 4'-0" WiDEx11'-6" LONGxI`-S" FTG , TYP. ad NAILS AT 6 ON CENTER AT ALL PANEL EDGES, SUPPORTS AND CENTERED ON STUD WALL. BLOCKING. STAGGER PANEL LAYOUT AS SHOWN •PROVIDE (6) *5 LONGITUDINAL BARS , , ,. , ,� ,� 3. SIMPSON ST6224 STRAP CENTERED OVER SEAM AT 6TH JOIST FROM BOTTOM AND (6) *5 TOP •PROVIDE *5 a 12" O.C. T45 TRANSVERSE D 8 A\ 8 AA. END (REPLACES TYPICAL JOiST STRAP) ii •RUN TYP. FTG REiNF. 41-0" INTO FTG EA. 4. 16" TJi H90 JOISTS AT 24" ON CENTER WiTH WEB STIFFENERS AND Owner END SIMPSON MIT 316 HANGERS EACH END. Cedar Hills 5. SIMPSON CMSTC16 X 9'-4" STRAP CENTERED ON WALL SECTION ACROSS NAILER AT HEADERS, INSTALL WiTH 16d NAILS AT 1 1/2" ON CENTER Development e..*„ 1 pOUNDA11ON PLAN 6. SIMPSON CMST14 X 1 -6" STRAP CENTERED ON WALL OPENING CORNER ACROSS NAILER AT HEADERS, INSTALL WITH 10d NAILS AT 1 3/4" ON I Mir 62.1 SCALE: 1!S" = 1'-0" CENTER NORM -L SIMPSON CMSTCI6 X 10'-6" STRAP CENTERED ON WALL SECTION ACROSS NAILER AT HEADERS, INSTALL WiTH 16d NAILS AT 1 1/2" ON CENTER 915 NW Torreyview Lane 11, 0 4 ® 6 S. SIMPSON CMST14 X 9'-0" STRAP VERTICALLY, CENTERED ON HEADER Portland, Oregon 97229 2 OPENING CORNER, INSTALL WITH 10d NAILS AT 1 3/4" ON CENTER 104'-0 1/4' 9. SIMPSON CMST14 X 13'-0" STRAP CENTERED ON WALL OPENING CORNER / 22'-1 3/4" 3'-1 1/2" 31'--f 3!8' 23'-4" 23'-10 1!S" ACROSS NAILER AT HEADERS, INSTALL WiTH 10d NAILS AT 1 3/4 ON / / / , CENTER i 1 I I 10. SIMPSON CMST12 STRAP FULL LENGTH OF WALL SECTION ACROSS I NAILER AT HEADERS, INSTALL WITH 10d NAILS AT 1 3/4" ON CENTER Project: TYP. ►. d� 55.1 ) S5.1 ) 11. SIMPSON CMST14 X 9'-a„ STRAP VERTICALLY, CENTERED ON HEADER Pac ii is T.Q. SHTHG 0 0 Q TY / TYP. ,r Q T.O. SHTHG AT WALL OPENING CORNER EACH FACE, INSTALL WiTH 10d NAILS AT 1 EL. +15'-6' �!� ØQ EL. +0 .�a:.. -: <.. Crossroads ;\ ■� - - -�■��■ � a�i�iw� _, ri■rr■ �wwi A... .. _..3��� .�... �_�: iriiriirirr z"� �a�wrr x: j N _ 12. SIMPSON CMST12 X 10'-0" STRAP CENTERED ON WALL OPENING CORNER �► ACROSS OUTSIDE FACE OF TOP PLATE AND GLU-LAM BEAM. }V 0 A . ii ii:•fh ` or ora l.e IEEi : _ ,TYP -- ---- ---- -- ----- --- � --- 13. SIMSON CMSTCX 4 STRAP CENTERED ON WALL OPENING } �'" Cent e--� 16 • • CO ACROSS OUTSIDE FACE OF TOP PLATE AND GLU-LAM BEAM. Co TOF 14 ,, TJ1 L,SS iois S a 241 �- 1 45 psf INSTALL WiTH i6d NAILS AT 1 1/2" ON CENTER SW Pfaffle St. SIM. _ _.n 11 ��1�1��� I -- -- - � -- -I -° I ' 14. SIMPSON CMST12 X 16'-8" STRAP CENTERED ON WALL SECTION ACROSS Tigard, Oregon ' iài' r s 45 per' 1111ft 1 ®SiM. OUTSIDE FACE OF TOP PLATE, INSTALL WITI-I 10d NAILS AT 1 /4 ON ���,1111a.._ CENTER E ER I51-6' i - -1 - i 0 4 0 ,,,,� 15. GL5 1/S X 24" (C=3 _4")! GLULAM SEAM___. } 1* _ .._.... - ..�. - T.O. SHTHG - -I - - MINIMUM CAMBER. T.Q. SHTHG i!Y EL. +14'-11 1/2' T.O. SHTHG ? r- -._ - - -.... EL. +14'-11 1/2' � EL. +14'-11 v2" STANDARD FACTORY CAMBER SUPPLIED 5 LO � _ " " I_ I" 8 MAY EXCEED THIS VALUE. \ - 4 1 GL5 1/8x21 CC-1/2 ) o, GL5 1/Sx30 (C-3/4 ) o. GL5 118x22 1/2 (C=1/2 ) s GL5 1/8x22 1/2 ( -i/2 ) I !Mar Sheet Title: (.. Win��- - - � L - - ` � 0 1 116. X PSF INDICATED ON PLAN, ADDITIONAL SNOWDRIFT LOADING X -X TO BE ADDED TO BASK ROOF SNOW LOAD. T.O. SHTHG ` 4 TYP. i -- -- Bulldln A C EL. +14'-11" "T ,P. i - - A` . , 1l. TJI JOIST BRIDGING 15 NOT SHOWN FOR CLARITY. PROVIDE BRIDGING CENTER �:. \ TYP. AS SPECIFIED BY JOIST MANUFACTURER Structura l I ON GRiD S I -., ._.I 0 `'4 \ /6" .,. I i8. DETAIL CUTS SHOULD BE CONSIDERED TYPICAL AT ALL LiKE �, . , L.craS JD�S,� I �� ��r CONDITIONS. ,„„ Plans vp 24. C!C .,�. TYP. 19. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WiTH ARCHITECTURAL i A. 0 DRAWINGS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES I - --1 I PRIOR TO FABRICATION. ‹Ap \ - ___ , i N\ i 0 20. CONTRACTOR SHALL COORDINATE LOCATION OF ANY KNOWN ROOF �- - �- I SUPPORTED EQUIPMENT PRIOR TO FABRICATION OF THE AFFECTED -CQ T.O. SHTHG 4 .:, i 2 _' ► J ROOF FRAMING MEMBERS. PROVIDE ALL ADDITIONAL FRAMING � ,. REQUIRED FOR INSTALLATION OF MECHANICAL UNITS AND SUPPORT OF -- -�-T ,O - I I 1 0) I I '',,,s, GL5 1/8X16 1/2 (C=1/4') N GL5 1/8X16 1/2 (C=1/4"a iR NOM .� - .'"r""'■" ;;. M.m a"miumiumet. M. <, ` -- - - 1 w_ .. .::.w.. .w �. "..i.KK ROOF OPENINGS AND PE ate"- ., Y...MilliMECil .//1 ., �a b- T.O. SHTHG i 1' O iI ,< �� Olay ,' i el ,/,\ " T,O. SHTHG SHEAR WALL CHEDULE el 7.,- Alab- EL, +14'-5 1/2" >; _ ( r�� I EL, + T.Q. SHTHG ~.~ ...Y. ,,. ...:., i; T.O. SHTHG TYP. TYP.T.O, SHTHG ( < TO SHTHG SILL PLATE EL. +1a'-5" EL, +14'-5 1/2" EL, +14'-5" ,..�.�_..._, .. . + MARK SHEATHING PANEL EDGE NAILING 8 TYP. ., TYP EL. 14'-5" 1,2,3 4 ,6,1 SiZE NAiLiNG ANCHORAGE 9 Revisions: A 1/2" PLYWOOD 10d NAILS AT 6" O.C. 3x 16d NAILS AT 6' O.C. 5/S"4'x6" EMBED 6 24' O.C. ONE FACE TYP. B 1/2" PLYWOOD 10d NAILS AT 4' O.C. 3x 16d NAILS AT 4" O.C. 5/S"4x6' EMBED ' 16" O.C. i. ONE FACE 2 ROOF FRAMING FLAN . OOT1NC CHEDUL.E G i!2" PLYWOOD 10d NAILS AT 3" O.C. 3x 16d NAILS AT 3' O.C. 5/8"4'x6" EMBED e 12' O.C. e2.1 SCALE: 1/S" = 1'-0" ONE FACE TYPE LENGTH WIDTH DEPTH LONGITUDINAL TRANSVERSE REMARKS " " MORN L W D REINFORCING REINFORCING D 1/2 PLYWOOD 10d NAILS AT 6" O.C. 3x 16d NAILS AT 4 O.C. 5/8"�x6" EMBED 12' O.C. F4.0 4'-0' 4'-0" 1'-0" (6) *4 BOTTOM (6) *4 BOTTOM BOTH FACES EA. FACE (STAGGER) F4.5 4'-6" 4'-6" 1'-4" (5) *5 BOTTOM (5) *5 BOTTOM E 1/2" PLYWOOD 10d NAILS AT 4" O.C. 3x 16d NAILS AT 3" O.C. 5!5'.x6" EMBED e S" O.C. FOOTING SCHEDULE NOTES: BOTH FACES EA. FACE (STAGGER) I FOOTING ARE CENTERED ON COLUMN EACH WAY UN.O. i/2" PLYWOOD 16d NAILS AT 4" O.C. 2. FOUNDATIONS FOR SHEAR WALLS ARE CENTERED ON WALLS EACH WAY,UN.O. F BOTH FACES 10d NAILS AT 3" Q.C. 3X EA. FACE (STAGGER) 518'4,X6' EMBED e S" O.G. AAI ENGINEERING., 2007, ALL RIGHTS RESERVED(( 1-10LOOLUN SCHEDULE x AAI ENaNAWINGS, AND ARE NOT TO B OF SHEAR WALL SCHEDULE NOTES: 1) ALL PLYWOOD SHEATHING EDGES S4ALL BE BLOCKED WITH 2x FLAT BLOCKING AND NAILED PER SCHEDULE. USED OR REPRODUCED IN ANY MANNER, MARK HOLDOUJN BOUNDARY MEM3ER ANCHORAGE 2) WALLS WiTH PLYWOOD SHEATHING EACH FACE SHALL HAVE AN OFFSET PANEL JOINT LAYOUT ON OPPOSING FACES EXCEPT WITH THE PRIOR WRITTEN PERMISSION OF AAI ENGINEERING TO PROVIDE EDGE NAILING ON DIFFERENT STUDS, OR 3x FRAMING MAY SE USED WITH STAGGERED EDGE NAILING. 1 PHD2-SDS ' 6X6 DF NO. 1 SIMPSON SST624L 3) PLYWOOD SHEATHING SHALL EXTEND TO THE TOP PLATE FRAMING AT DIAPHRAGM SHEATHING HEIGHT, U.N.O. Date: 13 December 2007 AND PROVIDE COMPLETE COVERAGE TO OUTSIDE EDGES TO VERTICAL BOUNDARY MEMBERS. 2 P1-4D5-SDS3 6x6 DF NO. i SIMPSON SST624L 4) PLYWOOD SHEATHING SHALL BE NAILED AT INTERMEDIATE FRAMING MEMBERS WITH PANEL EDGE NAILS AT 12' O.C. Drawn by: Checked by: 3 HDQS-SDS3 6x6 DF NO. 1 SIMPSON SST828L 5) PLYWOOD SHEATHING SHALL BE NAILED WiTH COMMON NAiLS. 6) NAIL HEADS SHALL NOT PENETRATE FACE PLY OF SHEATHING. EMO/CLC SY HOEDOWN SCHEDULE NOTES: 1) NAIL PLYWOOD SHEATHING AT BOUNDARY MEMBERS AND TOP PLATES WITH $ILL PLATE NAILING PER SCHEDULE. 1. SEE DETAILS FOR ADDITIONAL INFORMATION. 8) SILL PLATES iN CONTACT WiTH CONCRETE STEM WALLS, SLABS AND FOOTINGS SHALL BE PRESSURE TREATED. N- AAI Job Number: A07202 0 2 EDGE NAIL SHEAT4ING TO END STUD PER SHEAR WALL SCHEDULE. 9) SiLL PLATE ANCHORS SHALL BE A301 J-BOLTS. PROVIDE 5/S'4>xi2' EMBED A301 J-BOLTS AT SPACING INDICATED CNA FOR EACH MARK WHEN DETAIL 9/54.1 IS REQUIRED. Sheet N r) Building A Permit Set - December 2007 S2. 1 0 4" �1 1/2' t . COLUMN EASE 1E ANCHORS 1 1 1 I-1555x5x3/16 1E 5/Sx11x0'-11" (4) 5/5"0x5" EMBED 0 . helt„„,..••••••••• ...„ 3/4" ■ MILDREN DESIGN GROUP, P.0 0 0 ARCHITECTURE • SPACE PLANNINC : \ 0 1/4�, 7650 S.W. Beveland, Suite 120 Tigard, Oregon 97223-8692 • SAWCUT CONTROL JOINT �, _ gvo ice: 503-244-0552 1/4 5LA8 DEPTH RADIUS (TOOLED EDGE)1/8 RADIUS (TOOLED EDGE) H55 COLUMN PER PLAN Fax: 503-244-0417 U11-IERE REiN. OCCURS 1n± NON-SI-IRINK GROUT " DISCONTINUE AT JOINT 2 i/2x3/4 KEY t._t_,2" ,� WHERE REIN. OCCURS 1/1/0" 3/4" SMOOTH DOWEL x 1'-4" COLUMN POCKET 1/S 2 ,�T 2 -0 O.G. GREASE AND 50G TI-IICKENED L CONCRETE SLAB - SEE DISCONTINUE AT JOINT W WRAP ONE END OR PLASTIC AT BLOCKOUTS SLA5/FOUNDATION PLAN - ut w COYER ONE END CO cp cn , • .->• • • • • ll 4tymiumer • MIN ilainallill v w � � i AAIafghanassociatesinc 4 , AA Q �!' 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' n l'' ..) 1 875 SW Griffith Drive Suite 3QQ Beaverton,OR 81OQ5 503.620.3030 tel. 503.ti2Q.553S fax www.aaien cam '�,,..............� s� � 3..._.,..,,:II 1 �... ,.,..1 " � i.. ,-,u.I 1 1=1 I ....,_.�1 1 I.,....� I £. 1 I ,..,ww 1 1 s..,.",.,.,,.._i # ,.�..�......,.. d r�Y tom.\� `` "r��•:. �� /��''f% \��°"`��\`'�.�'��`���`/',;/�'`' � .� Project Na.A06223.11 9. 1_._:._ 1::::,:d I 1-_____:1 I I__01 1 1 I } _ I I _,I 1 i 1 Y£ I 1„�I 1._,.-,.I 1:,__-1 ww. _. "� - N CRUSHED ROCK BASE, /� m --1C ;- 11.-,,,�1 i---,= I ;_ ,„1 i 17 -I ,~l„w..,-t ,-;�. 1,11 i h l SU5G V.E. PER CRUSHED R EASE, •, •_.... U € II I-€- I 0 : ; t < ,�, M.. RAD E $ �- SPECIFIGATiONS SUBGRADE $ V.B. PER - r �_ CRUSHED ROCK EASE, SUBGRADE $ V.B. PER SPECIFIGATiONS 0 3 / SPECIFICATIONS REF. " CLR �� REF. SPEC IF f CAT I obis T�t'F'. /*I) PROF. FOR BEARING SUB A301 J-BOLTS U.N.O. �5� �s 1 Nei`/ GRADE PREPARATiON Ct , CONC. FTG PER PLAN AND 4 "`'-' SCHEDULE 1 CONTROL JOINT 2 TYPICAL CONSTRUCTION JOINT 3 CONSTRUCTION JOINT (ALTERNATE HSS COLUMN AT FOOTING NOT USED .. 'N 0 ti vq�►')5,2���1C? 64.1 20240101 CLC ,, SCALE: 1 = 1.-0.. 54.1 20240102 CLC SCALE: 1 = 1'-0" 54.1 20240103 CLC SCALE: 1 = 1.-0.. 54.1 20240104 CLC L150003 SCALE: 3/4" = 1 -e 54.1 20240105 CLC t, SCALE: 1 = I.-0., ��A•�� 2x6 WOOD STUDS E::1111'‘ XPIRES: 6/3Q/08 -REF. PLAN AND SCHEDULE E RiCK VENEER GRiD GRID PER ARCH I 11 - _ _ I ii SiLL PLATE PER SCI-IEDULE ON I (3) 2x6 CONT. AT SiLL BRICK LEDGE I I SHEET 52.1 EXCEPT ANCHORS I • NAIL TOGETHER W/ (2) ROWS X 3 1/2' HAVE 12" EMBED BRICK VENEER c1 Ii WOOD STUD WALL FRAMING I I OF 10d NAILS '� 24' O.C. TOP 1 u 1 U I �I P.T. 2x6 W/ 3/8".x3' EMBED PER AFRO-4 �� ' -REF PLAN AND SCHEDULE I I AND BOTTOM (STAGGER) z i E 1I, r POWER WEDGE COLTS e 24 O.C. • ATTACH TO JAMB r (04... N I II (COUNTERSINK BOLT HEADS) 1� STUDS/POSTS W/ SIMPSON A34 �� � '' ABOVE AND BELOW SILL, E - , -�- - -i N N IL b I il�,;►/ EACH END. p , ! *4 VERT. BARS a iS" O.C. '� 1 314" (2) #4 CONT. ARCHITECTURAL U 1 , ! ( FINiSI-1 i, EA. FACE 12 STOREFRONT SYSTEM S 1 I. ? X II 24' OC. # 4 HOiZ, BAS '� 12" QGSLA -ON-GADE /-2xWOODSTUDS # " � f 1; Ii.__..__ Ii PER PLAN BELOW 5111 4 '� 24 O.C. TO MATCI-14 CONT. X , , d AND LAP Lu/ SLAB 24 k \ �� 11►�' REINFORCING. Sr- . 1 4 , . 0 LEAVE SLAB INTENTIONALLY 3" SLA5-ON-GRADE 3 I SILL PLATE PER SCHEDULE PER PLAN 2. ° + i ROUGHENED BELOW WALL CLR 1 - A ON SHEET 52.1 CL CLR '4I 4 I I (2) 4 CONT. I SLAON GADE PER PLAN #PROVIDE 4 CORNER [ , GADE N RETURN°� BARS AT RN 24 Owner - 4 thilli .'C•4 4 464 e 24 O.0 MATCH AND -- Cedar 1 11115 LAP TYPICAL SLAB RE INF. I 18 ; � 1 . (2) 4 24" O.0 MATCH �' � ° ,----- 9 . - .w. ...„./ A AND LAP TYPICAL SLAB"- Development, , A '1 $ " RE NF.� �'4 '� �` • � �. ._.: U 1 CLR 1 - FILL VOiD BEHIND BRiCK ",4,1 -, CONC. FTG BEYOND , 6" BELOW GRADE W/ , g" 15' NOTE: AT WALL RETURN ° 1 m m„' X L 1 „ .,_„... „„...�„,...„.,„..".._,..M_,. € NOTE: NON-SHRINK GROUT REFERENCE DETAIL 6/54.1 FOR ADDITIONAL INFORMATION NOT / 11-0° 4` 8' 6' LOWER CONC. WALL AND BRICK LEDGE 1'-0" �' 4 / TOGETHER FOR EACH (2) BRICK 915 NW Torreyview Lane SHOWN COURSE DEPTH CHANGE IN GRADE Portland, Oregon 97229 6 STUD WALL AT FOOTING -1 STUD WALL AT FOOTING S TUNED DOWN SLAB EDGE AT STORE FRONT 9 WALL FRAMING AT FOOTING 10\ NOT USED 2024010(, CLC L1 0115 SCALE: 1" = i'-0" 20240101 CLC SCALE: 3/4" = 1'-0" 20240105 CLC SCALE: I" = 1'-0" 20240109 EMO SCALE: 3/4" = 1'-0" 20240110 CLC SCALE: 3/4" = 1'-0" 5�.1 � 5�.1 S�.I 5�.1 5�.1 GRiD PER PLAN W sc7 W PLYWOOD 5I-ITHG II 3`, P 1/2" ,1 1/2' ;, 1 '� Project: I� 1E 5/5x11x0'-11" W/ I 1 N 1/4 r (4) 5/S`4 x8 EMBED Pacific TOP PLATE W/ (3) ROWS OF EDGE L NAILING AT EA. PLATE AND SPLICE PANEL EDGE II A30 1 J-BOLT PER DETAIL 12/55.1 I► _ NAILING r _ b- CrOSSroadS PLYWOOD SHEATHING W/ II '. ,�9 I-1555x5 COLUMN :24w 6 WOOD STUDS " NAILING REQUIREMENTS Ii Il - 1/2 PLWOOD SHEATHING W/ NAILING PER SI-SEAR WALL ' (t, ' 1/4/ a Lornorate O.C. ABOVE II �;�„� Corporate REQUIREMENTS PER SHEAR WALL SCHEDULE a SiMPSON HOLDOWN W/ ,�,�.,.. HEADER SCHEDULE. (HORIZONTAL LAYOUT •II ANCHOR PER PLAN -- AS SHOWN) '1 AND WALL SCHEDULE PANEL EDGE 3x6 NAILER W/ 5/Slid, SECTION A-A II THREADED STUDS e 24' O.C. Center I II I I I ' 1 1I BOUNDARY MEMBER PER �I o NAILING I I ► i i I I HO OWN SCHEDULE W/ -° P.T. 3x6 SILL PLATE W/ (COUNTERSINK ON OFENING SW Pfaffle St. I I I I11 I I LD C EDULE W SIDE ONLY) ANCHORS PER SHEAR SECTION 5-5 Tigard, Oregon 11 ' 111 II EDGE NAILING PER I! o o g g 11 I I I 1 I SHEAR WALL SCHEDULE. II--° WALL SCHEDULE I I 11 1 I i II o H5S COLUMN PER PLAN I I I I III 1 I ,► 5IAN:-ON-GRADE -41- -- 4_--I- -......,..---4 I- -- --{ I---1 LI I- a I- -1 r if r -- 4--1- -1 r 1 1-- --t r--i 1-1 r -1 r 7 r PM.', PR PLAN 1 1 ,I I i I I t 1 1 I I I III i 11 I i i1��-► 5 B 5LA5-ON-GRADE W/ 11 1 1 II 1 It II 1 1 i I I I I 11 11 11 1 1 I I II 1 I It 1 1 I I I I I I I 11 11 THICKENED EDGE it II It 1 I It 1 II 1 1I1 I It It :;,' . f, 1 I 11 I I I I I I t I I 11 :,. t .• ,' .�_-... . -,� COAT COLUMN SECTION AND 1L U _II__U__LL U____1L I1L Li J.L-I I4 L , SASE PLATE BELOW GRADE G 3 x 4--Tr-' -,T--r-,__rr R r, - -r� z 1 I-� ,-__ WiTH ASPI-IALTiG PAINT iIIIII A . I A Sheet Title: 1 1 i 11 t it 1`f NON-SHRINK GROUT 1 4x SLKG </- =-{{ FOUrldat lOn , 1 AT STRAP << CONCRETE FOOTING 'I ` . !'h I1 I i I, REF. DETAIL 6/54.1. :`I I �"'=1 CRETE FOOTING. I I Details I 4. ' REF. DETAIL 6/S4.1. '11 ' 11 wt t I 1riri I L 7r ir::jL:ii it -ir it . .`� .H I I I I I i 1 1 II I I I I I I I i I I I I A ,:. y/ ,� i4<r II it II I I 11 it Ii it am\ i',f .%i" �' �� '''"t __ K ;' j lr PP" ... HOLDOWN AT FOOTING HSS POST AT FOOTING SEE PLAN iZ 013/ GLU-L N STRAP AT HEADER. CJ2,.1 20240112 EMO LS 0115 SCALE: 1" = 1'-0" 20240113 EMO SCALE: 3/4" = 1'-0" REF. PLANS AND DETAILS H55 HEADER. REF. 3 i/2` - DETAIL 1/S5.1 1---a -► --__ GLU-LAM HEADER. i SiMPSON HOLDOWN PER PLAN - -- REF. DETAIL 6/55.1 ,� � 4 SCHEDULE. FOR STEM 2x6 WOOD STUDS 16" O.C. 1 HOLDOWN BOUNDARY MEMBER i WALL HEIGHTS BETWEEN: AT FULL HEIGHT SECTION 1 , •1'-5" AND 2'-2" PROVIDE I W/ EDGE NAILING (STAGGER iR SIMPSON 55T824L ANCHOR OF WALL FOR 3" O.C. NAILING) •0'-9' AND 1'-5" PROVIDE �� SIMPSON SST816L ANCHOR. , `� # Revisions: H555x5 POST 3x BLOCKING e 4'-0" O.C. AT FINISH GRADE i . " " y EXTEND (2) 4 FOOTING EXTEND FOOTING REiNF. THICKENED SLAB PANEL EDGES. •0 0 AND 0 -9 PROVIDE ! BARS 24 INTO ADJACENT rAS24PASTFOOflNG EDGE -REF. CiViL 1° r SiMPSON S5T524L ANCHOR. I j THICKENED SLAB EDGE TRANSITION INTO THICKENED DRAWINGS !- -INSTALL ANCHOR iN ii. 3x CLOCKING AT SiLL W/ EDGE NAILING i •� ;I 1 TO LAP W/ REINF. SLAB EDGE THICKENED SLAB EDGE I 't 2x6 WOOD STUDS I 'I-� I� 6 24 O.C. 5ELOW L _ _ y SIMPSON LSTA18 STRAP AT SILL ��� t� AND/OR FOOTING. 1 t SILL J:.:2:0 ; -_-- _-� �� CENTERED ON CORNER, EACH SIDE • fl : I . FiNiSH GRADE 1 .II it iI I -1 t 1 I 11 SILL PLATE ,� $- j FiNiSH GRADE !: 4 11 11 4-, t -REF. CiViL DWGS II <r J L J L___.J E iii- 11.1 II I I /J2 4 ^ dk 11 01 1 :� I I I I 3 . • Amili11 I I 54.1 , 1 54.1 " •i,„.L. __i A I' OPQ. Jt. LL 1 art 1 I I 1 I I i --I �a h. I 1 '4!".::1'21-'"'---.:11-- I.J. -I-L- -,t-I LL U. 11 1I I I ; r. A 54.1 RESERVED©RING., 2007, ALL RIGHTS• iliti U K i- /''' .`�'� 2'-0' THESE DRAWINGS ARE THE PROPERTY OF Ii d) 4 �I ' tf tea- (3) *4 TO MATCH AM ENGINEERING, AND ARE NOT TO BE II 4'` "5 ( U>-- 1 AND LAP W/ FTG USED OR REPRODUCED IN ANY MANNER, - -t - 2'-0' PERMISSION OF AAI ENGINEERING SiMPSON HOLDOWN PER PLAN -. 2I-0" a RE NF. 15 i t� AND SCHEDULE. , 54. l Date: 13 December 2007 - NOTES: r FOOTING STEP / , 1. REF. DETAIL 9/54.1 FOR ADDITIONAL Drawn by: Checked by: A /4\ /� INFORMATION NOT SHOWN. NOTE: EMO/CLC SY PER PLAN / REF. DETAIL 6/54.1 FOR ADDITIONAL 2. COORDINATE ACTUAL 5RiCK VENEER INFORMATION NOT SHOWN. o HEIGHT W/ ARCHITECTURAL AAI Job Number: A07202 N N _ 11 TYPICAL S1-IEAR WALL ELEVATION 14 �OLDOWN AT FOOTING W/ STEM WALL 15 STUD WALL AT FOOTING W/ FOOTING STEP Sheet st 54.1 20240111 EMO SCALE: 1/2 1'-0" 54.1 20240114 CLC SCALE: 3/4 1 0 54.1 20240115 CLC L1500405 SCALE: 3/4 1 0 E r CD Building A Permit het - December 2007 S4. 1 a) 2x4 OUTRIGGER SIMPSON LSTA24 STRAP SENT STUDS 6 24" O.C. OVER OUTRIGGER AS SHOWN ALIGNED WITH WALL STUDS BELOW 2x6 PARAPET STUDS ALIGNED 2x4 OUTRIGGER STUDS hl,,,,,,,arrapoolaw .,. iiim W/ WALL STUDS BELOW. r -REF. DETAIL 1/S5.1 GRID GRID MILDREN DESIGN GROUP, P.0 v 7 11 2x1 DOUBLE TOP PLATE 2x4 OUTRIGGER STUDS SIMPSON LSTA24 SENT OVER ARCHITECTURE - SPACE PLANNIN( 1 � I6 24" O.C. AL(GNED W/ OUTRIGGER AS S-OUN 7650 S.W, Beveland, Suite 120 S IMPSON H3 CL I P I I I ITN WALL STUDS BELOW C CTYP Tigard, Oregon 9'7223-8692 EA. OUTRIGGER 1 11 SIMPSON LSTA18 STRAPS EDGE NAILING � 1/4 V Voice: 503-244-0552 jig SIMPSON a8 TIES , 3 1/2" � .I Fax: 503-244 41 EDGE NAILING AT EVERY OTHER II 10d NAILS �° O.C. SIMPSON 1-13 CLIP AT .1 ' SIMPSON LSTA18 STRAP 0 a '- " O. :!i 2x6 PLATE W/ (2) ROWS OF STUD '' ( I jj '@ AT EVERT' OTHER JOIST SIMPSON MSTC66 CENTERED STRAPS SIMPSON LST O G, Ili _ _ __ " () EA. OUTRIGGER CENTERED OVER BEAM OVER BM JOINT INSTALLED W/ STUD TO STUD I �, 10d NAILS 24 O.G. it (5) SIMPSON LSTAI2 STRAP I∎'." 10d COMMON NAILS !!-___ SHT PLAN II CENTERED OVER JOISTS I ( !�. I PANEL EDGE NAILING 111 ROOF HG PER PL PANEL EDGE NAILING II I I 1 1: it - ----------- -------- ---- - ' r - --- - - - -- - -- - �SSSxSx3/lro Wl 3x�o ------ --- ---------- ----- --------- - - ___.,, - - --- ----�= - -- -- ',�=- HAILERS AT EA. FAGS. I I ! 2x6 BLOCKING - -- --- -- - -- - ---------- - -._._._ - -._-_--- AN EDGE NAILING 11118-i�a+ar' 1'�!i•i it-iii••'_ _•u81:,ui -i PANEL E L 11_ " " I BETWEEN RAFTERS - - 1 -- - i=, ' ••ATTACH W/ 5/8 0x4 1/2 I I ' -� - ��'� _' lid __III II� �� T1-TREADED STUDS 1 TRIPLE 2x6 TOP PLATE P - m II ' 2x4 FLAT SLKG II e 24" O.C, SIMPSON LSTA15 STRAP ! 1 1/2 i �i --v i li li' CENTERED OVER BEAM ``�;a .`°: " f 11 of han associates,inc. -REF DETAIL 12/55.1 FOR 11 z 3x6 SLKG II I„ FIRST (6 SAYS 1 TYP. 1/4 9 ■SPLICE '� ' II W/ SIMPSON '' I D <1.YF II II ■ Z-CLIPS EA. END �� I SIMPSON ITT316 HANGER �,', ENGINEERING II II II II ) ___ - _ _ _ �� ,, 4875 SW Griffith Drive 1 Suite 3001 Beaverton,OR 197005 ll� i' ,�, ��i, - - = ---____ - _ -_- e }" 503.620.3030 tel. 503.620.5539 fax www.aaien com BRICK VENEER Il i. I I __ - �i 11 :,. '� 0 Iii Project 3 6 No.539 fax.11 9 ARCH. 11 ROOF JOISTS 1/2" PLYWOOD 51-4TH i �� ' (� _ -:,.... 0_ cs) ,..., PER R 11 SIMPSON 1-48 TIE AT ,; PER PLAN W/ ad NAILS 6" O.C. �L-- _ tilit li EVERY OT1-4ER JOIST II AT PANEL EDGES ( I _ - '' ii AND 12" O.C. IN FIELD. 1 �- - _ - ` I li 2x12 LEDGER W/ (4) 10d NAILS ) rd, TJI JOIST PER PLAN W/" II TJI JOIST PER PLAN W/ " Il 2 1/2 O.C. AT EA. PASSING-s STUD. I . c SIMPSON ITT316 1-LANCERS, ,. �, V, ,V 00121:111 1/2 PLYWD S1-IT1-4G 1/2 PLYUJD 51-IT1-IG • REF PLAN AND 5C1-4EDULE EA. ENE), ITT31. HANGERS • REF PLAN AND SCI-4EDULE 2x6 RAFTER 0 24" O.C. 1 ,,/ / TYP. U.N.O. " " " 0,111 PROFF FOR NAILING REQUIREMENTS. EA. END, U�1.0. FOR NAILING REQUIREMENTS. 2x6 WOOD STUDS ROOF JOIST PER PLAN GL SEAM PER PLAN 1/4 xDEPTI-I OFFSET + 8 xl -O °�� G I NF /� ® AT FULL HEIGI-1T SECTIONS OF ALIGNED W/ ROOF JOIST I 1 ! SIDE PLATES EA. SIDE OF 4 -- "4 4/) 2x6 WOOD STUDS LAPPED W/ WALL STUDS, 1 " I GLULAM 5 1/BxDEPTI-4 OFFSET ,,; g ~ E WALL, SPACE STUDS Ito O.C. "fi , - GLU-LAM SEAM PER PLAN GLULAM W/ (2) 3/4 0 A301 I BLOCK W/ (2) 3/4"x12" LAG f • AT FULL 1-4EIGI-4T SECTIONS OF ATTACI-4 W/ (3) 10d NAILS. / r„y�,,r T1-{ROUGH BOLTS EA. SEAM. 4 ∎ ,t i WALL SPACE STUDS 6 16" O.C. ABOVE 1-4EADERS, SPACE PROVIDE SIMPSON LUS26 I ( ��r--T; \ SCREWS AT CENTERLINE ,r • ABOVE HEADERS, SPACE STUDS STUDS 24" O.C. 1-{ANGER AT GL SEAM / I I .1; \ 2x6 WOOD STUDS �"�3",4 11Z�3" •R GON ti 24" O.G. REF DETAILS 6/55.1 AND /SS_1 1 1 ! a 24" O.C. ABOVE '� Nye 2� FOR 1-4EADER DETAIL ABOVE l; ! 1-4EADER ' p • REF DETAILS 6/5521 AND 1/55.1 I 1 '! ! 1 -I/SX-Ixi'-0" CENTERED '4414/EN A.v FOR I-4EADER DETAIL ABOVE WINDOWS. 1 �. - J WINDOWS. i, ON HSS COLUMN I-455 COLUMN PER PLAN \` /I � v EXPIRES: 6/30/08 (ThS --' 5/16 V ROOF JOISTS WALL FRAMING DETAIL_ 2 ROOF JOISTS AT W,4L.L. FRAMING DETAIL 3 ROOF JOISTS AT WALL. FRAMING 4 TJI JOIST AT GLULAM BEAM GLULAM BEAM TO TUBE STEAL. CONNECTION I{ - t- (1 II ,� I- 11 11 - 1- li , it - f- II II ,� !- tl S�.I 20250101 CLC L1 2215 1 - 1 s .1 20252102 CLC LI152215 1 - 1 0 55.1 20250103 CLC SCALE: 3/4 - 1 0 55.1 20250104 CLC;-1E21, "1 SCALE: 1 - 1 0 55.1 20250105 CLCL152 1;� SCALE: 1 _ 1 2x6 PARAPET STUDS, 11 REF 8/S5.1 SIMPSON I-IUC316 1-{ANGER AT GLULAM SEAM GRID II WEB STIFFENER A. FACE OF JOIST R E E WEB 2x6 PARAPET STUDS SIMPSON LSTA18 e 24" O.C. 3" (t OF 1-155 II CENTERED ON BLOCKING TYP. . 24' O.C. FROM PARAPET STUDS TO �� `I SEAM EA. FACE 11 p,.. 2x6 PARAPET STUDS II II " j) 1/2' PLYWOOD SHEATHING SIMPSON LSTA18 '� 11 ' -REF. DETAIL 2/55.1 11 ,i 1/2 PLYWOOD 5HEATI-LING REF. PLAN AND SCHEDULE STRAPS 48" O.C. � 11 //l '111111'N .;,. .;,w ►;,- 11 REF. PLAN AND SCI-IEDULE 11 ___ ii FOR NAILING REQUIREMENTS 1l- � :- _� ...._ _______. --_ 2x6 PLATE II II it BRICK VENEER iI FOR NAILING REQUIREMENTS BRICK VENEER �) ° . 111 " II ,` 4 Q ii ii PER ARCH. '' PER ARCH. '' , BRICK VENEER � 1 II 1 -CONY, OVER GLULAM SEAM 136o MIN.) Il ����,.� II (I (1 1 3 1/2 F. A CD i W/ ( ) I " i' '�•r �' i' ii i ct OF I-ISS -RE R 1) 2 ROWS OF 16d NAILS 3 O.C. ,1, II (I (I () /� " " I1,{ "r._i.,..- fE 5/8x8x1t-3' W/ (4) 3/44) 4325N BOLTS , 5/8x8x11-3" EDGE OF ROOF 9" EQ. Q. 9" DECKING / --1 MILDREN DESIGN GROUP, P.C. 2'4x2 1/2 SCI-I. 40 PIPE ARCHITECTURE a SPACE PLANNING cv — — — — —1 1 •-, ZNI SPACED AS S1-4OWN , 2 1/2' -- m rat ______,. 7650 S.W. Beveland, Suite 120 FE 1/4x1 CONT. I" AA I" ---"\--- MEM 1---"--lk Tigard, Oregon 97223-8692 . 45° MITERED CORNER Voice: 503-244-0552 A. i 1, „ i ; Fax: 503-244-0417 : ; i i < < . 5 < i 1 111 . ifr „ . 1 : ' ' 1 N i /TIF1 ALIC7P4 ! 1 2' 1 J 291 \fRirdpIL.151 1 I - ; 1 I 1 TY1c> TYP. 1 , ; : 1 , I i N , 3/161/ 3612 1/4 V i I 1 1/4/I I 1 I 1 1 1 1 , , i ! 1 I 1 1 ' III ! ! ROOF DECKING /TYP. EA. i I i f • S CTION B-B 1/4 V \END SECTION A-A AA I afghan associates,inc. HSS5x5 COLUMN SS5x5 COLUMN BRICK VENEER, FE AFRCI-I. PER PLAN PER PLAN ENGINEERING 1, C15 PER PLAN 4875 SW Griffith Drive 1 Suite 3001Beaverton,OR197005 A. 1 i 1 C15 PER PLAN ---T----T-N-7--- I 503.620.3030 tel.1503.620.5539 fax1www.aaieng.com Project No.A06223.11 :=.;;;;16,,,,..,..,,,m,.,,,,'11 W' ' TYR ..pq ,,, , ,,,S1... ..-,...“,t, -"''' :fr^'""'''..'"'. 1,'.''',71.1.='mr,,==, ROOF DECK PER ..„..__. 2.,72:72.7,:5 1 .,.„2.,z,.. ,,,,,,,,„&,L., I HSS12x4 HEADER ri.:9 5 ROOF DECK. PER C15 PER PLAN A PLAN - 4 C15 PER PLAN ,,....4.,;/!9-_,......,,--..-.......-.,,,,,,,,*A i BELOW ri-t=:r- --qystt------L --r, PLAN I I C15 PER PLAN li 1 I '''''':' ' ,; *\\ C15x34.4a , .i,, 0-1. i col , h ..% , ;1 % 7 rar" 1/4 r .. WE r-- PRO , cri 1 , #, \ il 1 - - .. ‹,c x x , ,,,/p< \ ,I 11 - -- --1 to: ! , 0; ,-- d) 0 ilk 1 z..., ,. 1_155 COLUMN PER- MI MR MIL Milk Milk AIM al. 444 i = 1, I I ci) PLAN (t-m (f-m k \-,-2/ CA ,// lOr Vi 0. 00 Will 1 1 -- 16 \ 4 4 i.V 1 AO' • - •n 1 1/2' TYPE Iv 18 GA. GALV. -11.11-1 1111 L --..... 3/16 3612 L. (3/16)N 0 --., .... , - t)(3/1 )N - A AO ra 61)•, _411,/5,2u- 447 1/4 V .; . METAL ROOF DECK. Z`v . 44d1EN A.4° EQ. EQ. •ATTACH TO SUF'PORTS AND II -......-- ' I ill 5 1-1SS6x3 SEAM PER PLAN L3x3x1/4 CONT. / 4' PERIMETER W/ 1/167'4, A301 ill ■. - BOLTS W/ 1-IEX NUT AND I e EXPIRES: 6/30/08 11 LL ' 3/160 V WASHER 6 12' O.C. (GALV.) L___JII L3x3x1/4 CONT., TYP. -- ' 4-I •CONNECT SIDE LAP W/ *10 TEK MATCH ROOF SLOPE 1-1SS12x4 HEADER 1-ISSex4x3/5 NS 5/8") SCREWS 6 8' OC. (GALY.) -- 1 1/4' -REF. DETAIL -1/S5.1 CLR 0 45S12x4 1-1EADER 1/4 V -REF. DETAIL 1/S5.1 _I...1\J_ CI TYPICAL CANOPY FLAN 2 CANOPY SUPPORT AT ROOF DECK 3 CANOPY SUPPORT AT ROOF DECK 4 NOT USED 52 2025020I CLC SCALE: 1/4" = 11-0" 552 20250202 CLC SCALE: 1" = l'-0" 552 20250203 CLC SCALE: 1" = I.-0" 552 20250204 EMO SCALE: 1" EXTERIOR STEEL LADDER PER ARCI-4ITECTURAL ,, SIMPSON 5P5/8PC BEHIND ADDITIONAL 4x4 POST LADDER STANDOFF PLATE ( ABOVE AND BELOW TOP PLATE TO TOP Owner: i 1/4'4, STAINLESS STEEL SCH 40 OF PARAPET : PIPE SLEEVE CORE DRILL 1 3/4'4, HOLE IN BRICK AND Cedar Hills BRICK VENEER-\,_ CAULK PERIMETER , PER ARCH. ,, Development .,_., ,, _ 1 ir t l mem NM" I ri 41 I 915 NW Torreyview Lane IN 2x6 WOOD STUDS EA. SIDE Portland, Oregon 97229 5/8114, A301 T1-1ROUGH OF 4x4 ATTACH W/ 10d BOLT W/ HEX NUT NAILS 6 12" O.C. ANE, LUAS1-1ER, TYP. SIMPSON LSTA18 STRAPS CENTERED ON TOP PLATE EA. FACE, ATTACH STUD NOTE: TO STUD TYPICAL COORDINATE LOCATION OF LADDER AND ADDITIONAL FRAMING W/ Project: ARCHITECTURAL !DRAWINGS Pacific LADDER AT WALL Crossroads 5 ,2 20250205 EMO SCALE: 1" . 11 " -0 Corporate Center SW Pfaffle St. Tigard, Oregon Sheet Title: Structural Details Revisions: AM ENGINEERING., 2007, ALL RIGHTS 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 AM ENGINEERING Date: 13 December 2007 Drawn by: Checked by: EMO/CLC SY . . N. AAI Job Number: A07202 0 0 cv . Sheet t' TN- (15 ,§ Building A Permit Set - December 2007 S5.2 0