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Plans (35) JBA-ACCO Reviewed for general compliance with contract �IIIIIIII II documents. II� e',/ ', DAL- LAS Reviewed JBA-acc< Fp Reviewed: Make Corrections Noted JUN 6 2_016 GLASSReviewed: Revise&Resubmit Contractor's review does not relieve subcontractor/supplier of Excellence /n Glazing a z%n g his responsibility for dimensions,quantities,accuracy, h „ ` a * P coordination w/other trades or completeness of this submittal. Subcontractor/Supplier remains responsible for a (t ice$3 s the terms&conditions of his contract/purchase order with LETTER OF TRANSMITTAL J A-ACCO,u6.3 16 Brian Lasswell Date RECEIVED J15-COl y 8 4300 =3 To: JBA, Date: J°' •Job#_ _Submittal f LLC 06/0.'v JUN 6 2016 Job Name: Ash St Apartments Submittal #:1499-05 CITY OF TIGARD Attention: Brian Lasswell BUILDING DIVISION The following items are being sent via UPS delivery: CI Samples El Product Data ❑Shop Drawings ❑Other The following items are being sent electronically: SUBMITTAL REVIEW ❑ NO EXCEPTIONS NOTED ❑ DISAPPROVED DATE NO. DESCRIPTION X NO EXCEPTIONS NOTED IN CORRECTED COPY ❑ REVISE AND RESUBMIT ❑ NOT REVIEWED 06/02/2016 1 Ash St Apartment Engineered Shops Reviewed only for general conformance with the design concept 06/02/2016 1 Ash St Apartment Engineered Calcs of the project and general compliance with the information given in the Contract Documents. This review does not affect the Contractor's responsibility to perform all contract requirements with no change in contract price or time. Any actions shown are subject to the requirements of the Contract Documents. Contractor is responsible to confirm and correlate dimensions at the site for information that pertains solely to the fabrication processes for the means, methods, techniques, procedures, sequences, and quantities necessary to complete the contract and for coordination of the work of all trades and the satisfactory performance of his work. Any review is undertaken solely to satisfy Architect's obligations, if any, to the Owner and shall not give rise to claim by Contractor or other parties against Architect These items are transmitted as checked below: or Owner. Digitally signed by Josh Cabot Oft C=US, EI For Approval: ❑ Revisions Made: E=ioshc@serapdx.com. El Josh Cabot Z1Ti SERA For Record: document Date:2018.06.06 08:44:41-0700' REMARKS: Please approve the following and return to Dallas GI o later than,Q6/09/216 - Glass Types ` C- - Storefront System City of Tigard - Door System • ! •V.d Plans - Finish ColorB, ,'L Date - Joint Sealant Type/Color 111 NW 50th Ave Salem, Oregon 97304 (503)589-4899/Fax: (503)589-4881 Portland Phone: (503)231-2400 BB#71858 II I _ TYPES SYSTEM DESCRIPTIONS GENERAL NO- EXTERIOR SYSTEM: 1 . MATERIALS WILL NOT BE ORDERED UNTIL T 'I) ANNEALED OVER 1 /411 • US ALUMINUM FT451 THERMAL STOREFRONT, ► APPROVED. FRONT PLANE, 2" X 4 1 /2� FOR 1 �� GLAZING 2. FABRICATION WILL NOT BEGIN UNTIL ROUG ©•A• FIELD VERIFIED. 3. IF HARDWARE IS BY OTHERS FABRICATION I TEMPERED OVER 1 /4" FINISH: CLASS 1 CLEAR ANODIZED FRAMES WILL NOT BEGIN UNTIL ALL HARDW II O.A. THE GLAZING SUBCONTRACTOR. 4. THE GLAZING SUBCONTRACTOR WILL ASSUI ERRORS RESULTING FROM THE USE OF THE CIO TRADES. E '"SCJ 5. ALL FRAMES ARE VIEWED FROM THE EXTER .14, 6. THE GENERAL CONTRACTOR SHALL BE RES > COORDINATION TO THE LOCATION OF HVA( i'=o POSSIBLE INTERFERENCE WITH THE WINDOV (L 7. INTERIOR SEALANT IS BY GLAZING SUBCON OZNOTED. B. ALL OPENING SIZES TO BE FIELD VERIFIED -> 0 9. SPANDREL GLAZING NOT TO BE USED IN VI Cr U:D to EALANTS WINDOW DESCRIPTIONS ABBREVIATIO A.F.F - ABOVE FINISHED FLOOR SEALANT B.O.H. - BOTTOM OF HORIZONTAL D.L.A. - DEADLOAD ANCHOR D.L.O. - DAYLIGHT OPENING D.O.S. - DOOR OPENING SIZE ELEV. - ELEVATION F.D. - FRAME DIMENSION F.F. - FINISHED FLOOR REF. - REFERENCE R.D. - ROUGH OPENING T.S. - TUBE STEEL U.N.O. - UNLESS NOTED OTHERWISE IEX DOOR DESCRIPTIONS ADDITIONAL Ni WARRANTY INFORMATION: HEETS SYSTEM: • DALLAS GLASS WORKMANSHIP = EETS • US ALUMINUM 550T ALUMINUM DOORS, 1 O° BOTTOM RAILS, FOR 1 GLAZING • MATERIAL WARRANTY = • FINISH WARRANTY = FINISH: CLASS 1 CLEAR ANODIZED • WINDOW ACTUATORS = **DOOR HARDWARE OTHERS** **RATED GLAZING BY OTHERS** A x 1ST R24 GL-3 x x 1ST R25 GL-3 x x 1sT R26 GL-3 x x 1ST R27 GL-3 x x 1ST R28 GL-3 x x 1sT R29 GL-3 x x 1ST R30 GL-3 x x 2ND R31 GL-3 x x 3RD R32 GL-3 x x 2ND R33 GL-3 x x 3RD R34 GL-3 x x x x x x x x x x x x x I- — J _ 1 -/ I I (S 1 Q 3 B) I J :VI r) -----)_. 1 J i -ihi-u--- ,....._ ,..._: (S103A) I I [ I ___. I I __"--- _ _ r 1 ( , 1 r-i---- -._._.--L-- , :„:,...,:,:,: J `------,_ i 17 ___,) I 1 :,:,:,„,..„„ ........., ........., .. 1 I , I I I ' 1 1 ENLARGED PLAN—BLDG 1 —LEVEL 1 1 on I( . 1 SCALE: 1/8"=1'-0` n ___-) H w - r L ri 1I )___-,-- c -----y--- c ....:i_ L____, c_ L— --)} ___ ,•___ II r1) I 1 DOG II I2 I II 1 I '7] I I ------- ,_ I I r. ----) agai i --- _____ _I _____I ....4:ft:0: I r 1 ENLARGED PLAN-3LDG 1 -LEVEL 1 I X202 Agi SCALE: 1/8"=1'-0 ____.= ARC:H RFF I I1 _ — — 1 j N-1 b° L 0 ( los ) `l 0 Iii 0 I U ❑ n n ❑ 0 I 1 1 04D) — — — — ( 1 00 A — S.2 301 301 1040) t • a ❑ fj **PENDING 1 CHANGES PER AB15/AB17** ..r____ _ _J - _______J. .____r-r- _ ---- se mo,..., _ . 0:•., .5. \ _ 1 _ — — f 1 (a 1 02A) 'Cr ( 1 7 3C (.2.) (1..H) I I I O 26 25 1 \ ENLARGED PLAN-3LDG 1 —LEVEL 1 —AREA E 2o4,r 1 SCALE: 1/8"=1 —0" z j___P'L" .C____ __I'al 'Er_--- d i r - I I " 7 JI I I ( II h L- L. I / T - - T l H L 01136) ( 113A) — I I m I I I I I I f I Et= _J J I I 1 illiiilii''''"1:i:i:i: ' 1 ENLARG=D PLAN—BLDG 1 —LEVEL 205/MI SCALE: 1/8"=' \ A151 F ARCH. REF. —/ 1 In - - I I im I (5101 ) I I J I e — II (106B) I I I I i- (106A) ) I I L.j- 1_ I I SI E:1 ) WIIIIIIME I1 ( 1 1 FNII ARfF11 PI ANI-RI nr, 1 —I F\/FI 1 -ARFA I-1 El J C Aggh r� 303 I I 440A) S.6 S.4 303 302 426 I I� (440B) • Aigh I 302 ■ .11 I - - - - - r 1111111111161 I I I I I II I (S201 ' \ . (S301 ) 'II I III 11 I I 0 I - STAIR 1N - LEVEL 2 ' 2 ` BUILDING 1 - STAIR 1 N - LEVEL 3 SCALE: 1/8"=1'-0" Z \208,I 2 .\ SCALE: 1/8"=1'—0" ARCH. REF. A501, 15 1 (s 40 1 ) I a Ig I I � ' I) J2 ) ( s302 ) I � )I \G 1 — STAR 1 E - LEVEL 2 ' 2 BUILDING 1 - STAR 1E - LEVE SCALE: 3/16"=1 '-0" z 209 I 2 SCALE: 3/16"=1' CH. REF. ARCH. REF. A502 � i �� I J2 ) , ' L 1 ' -6 /2.51 / I \ I 1 I 1 I I T R r *Ep PROpz. <y4%1NFe /0 CO 40 ate"Ip: 87PE� Y : RECOIk1/40 v 1 -74'. 11 _AkIP w. � - 'V f --. I /et S: 12115 ' ' � 17)1 ___11)1 (5303) ( s403 ) Zez I � IF ' D - - ' -, AIR 1W - I FVFI 9 ( ? 1 RI III nIN( 1 — STAIR 1W - I FVFI ( 7 ) RI 1 I I niNI1 1 — STAIR I (5 1 51 A) _. I ► IT (1 I I X_ C5104) I I I 1 1 1 1 1 1 1 ► I II I I - - ' 1 ENLARGED PLA\-BLDG 2-LEVEL 1 -AREA J ` ALE: 1 z I `2111 1 / ARCH. REF. SC8"=1'-O" /161J/ - I I I I I I I (1526) I - - - - - - - 0 I I ( 152A) irs., co I itibl. I LAN-BLDG 2-LEVEL 1 -AREA K SCALE: 1/8'�=1'—O" \\ - ) z -I \ I (sins) 1 0 0 - Q - - 0- -I 0 1 0 1 306 CD A .......Aiiibsr. hir......... _ S.16 quil306II - Ash I - O , -.. 307 A (R1❑2) \`•-.......... 308/ (R1❑1 ) ----- 1 o \ J S.20 309 / / ( . J O ,1 _1 O win J iliPi§::, T — — — — — — — O CD •�. S.18 307 _1___IT__ _ o `� - cA , . 308 l -----1- 1 J \ 1 r __,L,_ :: \ 11 -i,.. - , , Iasa (sz❑s) �� 310 I / I / I _J ® — J L 1 1 ENLARGED PLAN-BLDG 2-LEVEL 2-AREA L I i z rJ 1 d Ir . 1 SCAI F: 1 /8"=1'—n" i i- - 0 1 \ - ---41.41111111111111144, c . �� 5.19 - - - - ri__. . 308 - - - o (3558) ...""%""%........ A - - - 1 ,\ I Imo, 1 rii p I j- -:, . I I I (s3o5) 310 1 I / / 1 1 -1----'1 .,:."--- L._1 IF- 1 0 - L I Milll J O 1 1 1 EN_ARCED PLAN-BLDG 2-LEVEL 3-AREA Lr z v- 1- ._. 1 ( 5204) 7 ' � ' � -I - - - - / � / Th STAIR 2S - LEVEL 2 ' 2 3UILDING 2 - STAIR 2S - LE SCALE: 3/16"=1 '-0" z 2161111111 SCALE: 3/16` ARCH. REF. A511 o% Z 152" R.O. / 234" R.O. 151 1/4" F.D. 3/8" 3/8" ' 233 1/4" F.D. 72" i.• 35 5/8" , i SIM 37 5/16" , 37 5/16" ' 72" . 37 5/16"- 1 .o ' 1 ` \,401, 2 4 1 \�� 2 P-2--- \ 4 405 as L1-_,01 404 r's P op 404�—� ® ® 406 MEI __....,405 ® 401 OPP / \\ / \ / \ / \ / \ / \ / \ / \ / \ / \ pl / / \ o u 2 I / \ \ • 1 • \ I4041 J / \ • , 3 \ \406, `' I 3 , v \ 406,OPP OPP X406, o / X406cocn / N/ \ / // \\ // / o T \ / (GL-2) \\ /2) \ ,./ Mil® �GL-2 ® / GO \../ _ 5 ,�.,•, A./ • 3 . 1 405 .-' 402, `405„ 72" D.O.S. • 72" D.O.S. • 1 ❑❑ )%•A/ ( 1 04D)�/ urn FT 451 Storefront Elevation 's.2' US Aluminum FT 451 Storefront Elevatic 3/QTY.- 1'-01 410. 0 PROFES 301, S.2`ARCH. REF. 3/QTY- 1' ',, % N E s/0 CAso1, d ;v 4444 P'E� �i'r 1 , 44 7/8" R.O. i r 181" R.O. 44 1/2" F.D.- 181" F.D. •38" r 41 1/2" 41 1/2" r 41 1/2" 41 1/2" to 3 \ 2 ` 4` 05./ - 402 u / C. / / / 3 / 403 2 / OPP [404 / / / O o 0 i / vi tz n / O \ \ / 1 r0 ` ° `407 co rn , 4 CEP \ 1' \\ s, (GL-2) 3m '.4- 3 `4051 r7 \402 36" D.O.S. (4406) v S.4 \ US Aluminum FT 451 Storefront Elevation Aluminum FT 451 Storefront Elevation3021rS.4N3/8" = 1'-0 ARCH. REF. " 3/8" = 1'-0 A901 ARCH. REF. QTY.: 2 44 7/8" R.O. 166" R.O. 44 1/2" F.D. 3/8" 3/8" 165 1/4" F.D. 3/8 29 5/16"—. 29 5/16 r 36" 29 5 16"—r 29 5 16" ,38 - / / I 3 ' 2 , 3 405_, i 402. 4` 5 I /----, / / 1 \ 4 / / \ / OP \ / \ r / \ 2 / \ 4 o 6 5'404 ' 1 ' / vi \ `406� d L` 'up `406, / vi 0 \ 1:0t -� / 0 0 / \ M M \ 0 PO CS) / Ct r, C (O Wcr) \ O) / \ / \ / \ / \ (�L/ \ Y -2) (GL-2/ \ (GL-2) ® "S OD GIS a \L 1 CO t 3 ' 1 405. - `402 "405,, —36" D.O.S. ' ' 36" D.O.S. 440A) 1.0•••' ( 426 ) v '5.6 ' US Aluminum FT 451 Storefront Elevation FT 451 Storefront Elevation ,303,1s,6] 3/8" = 1'-0° 3/8" = 1'-0" A901 ARCH. REF. QTY.: 1 QTY.: 1 A 149" R.O. 3/8" r 148 1/4" F.D. IIIII 3/8" .-16 1/2"-, 72' - 51 3/4" co1 `401) 1 - -1-- ,--- i \ 4 N � � „ 2 ` , 2 ' 2. 403 an' 406, `405 4�i o n O u ✓ \ / \ O N / \ //3 '1 \\ / 1 , / `406J \ ,.406., OPP / \ / v. \ ® o \ OD T � o \ c / \ m / o N (GL-2) \\ // MD J,__ — � V - tt ' 4 , \ / � \ \402Ar) N (GL-2 \ FA, 1 - \ / \J ' 1 1 `405 , 72" D.O.S. 76 3/4" R.O. *CRITICAL DIMENSION* 1 50A r`4,/ 's.11' US Aluminum FT 451 Storefront Elevation `304,(S.111 3/8" = 1'-0" A901 ARCH. REF. ON.: 1 -97 1/2" R.O. 108" R.O. 6 -97 1/8" F.D. 1 3/8" 3/8" 1 107 1/4" F.D. 3/8" 3/8" 59 —29 9/16" . 29 9/16" 33 1/16" 33 1/16" 33 1/16" 26 5/8"- � _ \ 1 �4O1� X401, 4 CO 4 k / 4 n I, 40 1 ® co ® ®�J ® oo ® \401 GL-1 7 ' 1 N ' 1 ' 1 , ' 1 ' 2 `403J `404 `404 ,404d 2 OPP OPP 404 d 2 d `404 ' 404 0 `` o o CO 00 N N tri- tt GL-1 ® 1 MP ent GED t‘l 1 en 3 3 1/4-____.., 402 451 Storefront Elevation 's.131 US Aluminum FT 451 Storefront Elevation 'S.14` US Aluminum FT 451 3/8" = 1'-0" 'S.13' 3/QTY= 1'-O" `305:9.14, QTY 1 `305 ARCH. REF. 1ARCH. REF. ,A9011 `A901� 4.p PROF4. 4 :,: PES 90" R.O. 192" R.O. 89 1/4" F.D. 3/8" 3/8" i 191 1/4" F.D. 5" 27 1/16" r 27 1/16" 16 5/8"1/ 36" i y 36" i 36" 36" 1116 5/f \ 1 [,,401, r 1 1 2 2 .-� 2 ` . 2 1 05 ®`401 J ® °D r"-- 404J4. �� MD Ka KGL-1 ®.401 406 ® 41 KCL-1 j \ `404 / J. OPP / \ r 2 ` / \ `404_, 0 2 o LL // [404, \\ 4 - / \ N r / (A i \ r , N \ 1 / 0 1 1 0 \ 1 `406 \ ‘,406, ` 406 d / 406 \ lo OPP rn r, OPP \ / ® ® ® \\ ® ® // (GL-2, • \ / ® ® Nt (GL-2) (GL-2) \\ ® ® () /2) (GL-2: r 3 , 7 401 •-.., " 1 , 1 r 1 , 405 , •.405, 36" D.O.S. r 36" D.O.S. r- 40 3/4" R.O. -r 40 3/4" R.O. *CRITICAL DIMENSION* *CRITICAL DIMENSION* FT 451 Storefront Elevation 3/8" = 1'-0" QTY.: 1 (8101 ) ,J (R10z ) V rS.16, US Aluminum FT 451 Storefront Elevation 306/5.16, 3/8" = 1'-0"ARCH. REF. QTY.: 1 •A901r 90" R.O. 89 1/4" F.D. 3/8" —27 1/16" r 27 1/16" r 27 1/16" r r 1 `401 4 SGL-1) alit 401 OD ' 192" R.O. ' 1 ' 3/8" i 191 1/4" F.D. 404 16 5/8"-r, 36" 36" '. 36" rr 36" t. 2 PPPP 404 r 402 11 1 T 2 r---N 4. 03� 404� . OPP 0 N \ [D ‘'CL-1) ® ® r CD n ;GL-2) OS OD — GL-1) gal MD OD OD �3 `� 4 402 - 402 iinum FT 451 Storefront Elevation 'S.18' US Aluminum FT 451 Storefront Elevation 3/8" = 1'-0" 307 'S.18\ 3/8" = 1'-0" REF. QTY.: 1 ' ARCH. REF. QTY.: 1 \A901, /-18.55. / 1 192" R.O. / / '.,' , , 191 1/4" F.D. i 3/8" —36" i/ 36" r 1 36" 36" ..,-16 5/8"-/i 3 15 5/8" r / / 4` 07� ' i 1 / \ / , \ // 404 OPP \ / / _ \ / —..-, 2 . r N \ /2 ...6111111111 `4041 ',407, \ / '.41111111114 , \/ o \ __ /\ O \ 401, ® ® // \ CD \ \ 1 / \ / \ \ ® ® // \\ ® I I \ \ , 11 i ,\6,`Q• s 36" D.O.S. / �t��0 PROf�Css \ P'c' L ASG , N���P��. I I US Aluminum FT 451 Storefront Elevation 63287PE r I,S.19, 3/8" = 1'-0' r/ A901 ARCH. REF. QTY.: 1 ►�7�ftG }. ki f.I L+. COQ 49` Fs: ,2 so 327 3/4" R.O. (SEGMENTED) 327" F.D. `SEGMENTED) c. 40 5/8" 40 5/8" r 40 5/8" r 40 5/8c. " 1 40 5/8" 1 40 5 /8" 40 5/8" 40 5/8" r -3/8" 38 5/8" r 38 5/8" r 38 5/8" rr 38 5/8" 38 5/8" r• 38 5/8" rr 38 5/8" rr 38 5/8" J - - - - - r —r ' 4 CID GED 0E1 GED OD effak I 4 S P—1—� k.404 r , 44-‘ OPP > OD GIP ClEil CD Gffil en OD J 's.20" US Aluminum FT 451 Storefront Elevation 309 r'S.20" 3/8" = 1'-O" ARCH. REF. QTY.: 1 `A901r 401J - 1- -,-,- -,-, / ' 1 • , 404, 404 OPP t4 N (GL-1 ) ma 401, an GM GE, MD MD an (GL-2) OD CS CID CEP CIS OD OD • 1 ' 402 ... ..., (7.22 10)„.. USAluminumFT 451 Storefront Elevation ARH3/ . REF. QTY.: 1 \.A901„ 327 3/4" R.O. (SEGMENTED) r 327" F.D. SEGMENTED) i1 1 1 1 1 1 1 q 1 40 5/8" 40 5/8" 40 5/8" 40 5/8" 40 5/8" 40 5/8" 40 5/8" 40 5/8" 3/8" 38 5/8" 38 5/8" 38 5/8" 38 5/8" er 38 5/8" 38 5/8" 38 5/8" 38 5/8" / \ 2 Ji . ri JJ j ,.,402, 1- ,----• rn 404 404 1 %.-_...., OPP 1 (GL-1 ) alb MD illat an OD OD 43:111 1 [ 4 402] 1 1....:*'.., / i :._. i c2oo tillilii o aN No. s®e2ooF582 3/MU,:. CONT. /1/ II SEAL --- -14.0:4i ��11Ftil PEI MIa CONT. J V�� 460 I SEAL Li M411 I ,/ tx:;;: F T 5 7 3 I - ��� /7/0/ L- ANGLE M .4 v •4 • BY OTHERS • Q X • j 4. .SDS 1/4 X 3 EA. SIDE OF • 4• A. • 4 3" 4 M573 MULLION & JAMB w/ EDGE FLASHING�� 4 t d 3" MIN. DIST TO SHIMS AS SHOWN BY OTHERS p '.0,0" a julL N N Q a z z X 4 a 4 • A4 Q 4 c7 • Q . V a Q• 4 • 4 4 1/2" / a a -a- S ALUMINUM FT451 HEAD DETAIL 3 US ALUMINUM FT451 SILL DETAIL 25 ARCH. REF. 401 y 5 6"=1'-0" ARCH. REF. A A7011 V FT582 EXTERIOR �n Z 0 Z.n INTERIOR N N N \ SEAT. EXTERIOR �/ SEAL SB200 INTERIOf #12 DRIVE SCREW w/ LENGTH ADEQUATE o J TO PENETRATE STRUCTURAL FRAMING, 0 VT. 4 MIN. 1" EDGE DIST TO WOOD g ", ALN .. N ....._:.:+_._.:.. FT400 , a I 03a z 4:411r--------0 11111 .4 i.�i r- l'iiiiiiiril, � . .. .. .. . ` '/ � / � - fe 3 / / / / \ ffnr-,,‘,--,' M 573 i 'nnn lll� n N % Z Z of 0 ill// -\ - A/ /1:,:: /. 4 4 1US ALUMINUM FT451 HORIZONTAL DE CV Z z ® FT582— CONT. ® FT582 CONT. o I SEAL SEAL / Se200 — ,,. . SB200 `O --fl- \i— #12 DRIVE SCREW w/ LENGTH ADEQ ATE — — TO PENETRATE STRUCTURAL FRAMI rG, CONT. MIN. 1" EDGE DIST TO WOOD N SEAL _ _� 400 L. •• FT400 .. ..•:1 I T i \ \ l \\1 '.J � —�' ) �+1� --_�5�� iii �� 00 / r7 d d/ 4 • i / / / / / / / d d / • 3" MIN. • -�1 a a a . A. d • 4 • • 4 °° ° a • 4 ' 3 ' US ALUMINUM FT451 SILL DETAIL V \402 ' 4 N 6"=1'-cY` ALUMINUM FT451 SILL DETAIL `A725fARCH. REF. ARCH. REF. 2" A . . 2 1/4" 0 _I EXTERIOR INTERIOR �� N N N N a a Al 4���0 P�pCs 49/ n \ � ® nr�j FT :2 COAL. / SB200 ..i.J,--‘ ; FLASHING \CONT. BY OTHERS N SEAL L� 4 FT400 e-( /' .� O' OREGON., , �� � :� ter- . M _ _ .:s, IV _ . M411 ik • ,� I _// FT573 111 opor r ' ::. i i ANGLE I . • 7 BY OTHERS ® ` M573 N N \\ SDS 1/4 X 3 EA. SIDE OF MULLION & JAMB w/ EDGE z z DIST TO SHIMS AS SHOWN l / . \ INTERIOR FT552 .•••• . I f Ira 7 ,-.... EXTERIOR 4INP225 ..:"AfArerAtredirdrA0M1 Zt L- < + ...' - IIIIIIIIMI —A1111110i011MIINIVI ••• / ST25 i IM11111111111.11110211111111111111111 - S AIIIIIIIMMINIMIMMIIIIE EC480 HWH Aisimissossrommoormo rb 0 (#10 X 1-) 1 _, -c,- -c--"L' -....,, ‹. ..v., - NP225 PT100 D 1 NP225 r. -4-ii PT100 •<>' S .---L-Iii -1 EC480 1 :;::.4- :•::::1 :ft ..._. .. ...._. ,---. 5 • ,...---, ...1 ST 251 NP22 \ , i (#10 X 1") EXTERIOR - Jr HWH FT552 INTERIOR \ / / / DLO / BY OTHERS FD — — — ?.•.•JIff -- -.....' .1...dip 2 0 0 ' 2 ' US ALUMINUM FT451 JAMB DETAIL , 6"=1'-0" _ _ _ _ 1 403 i 6 A725 ARCH. REF. ,,, ,, , ,, • 1 ( 1 I US ALUMINUM FT451 JAMB DETAIL (403 j gni 6"=1'-0" A/ i Autig Ts elys,ARCH. REF. . INTERIOR 1 , , x z cn o i )' DLO / 4 1/2" / INTERIOR \,.. ---,-). Win FT580 FM C .•.----- ST 251 (#1 0 X 1") HWH I* I NP225 FT552 \ INTERIOR \ �� v ��'4WW 4 V.OREGON I I . I 9 oO y �� ST 251 yy�O • 77 ~ �v^ HWH /A . co % / �8: 12111 / / ' . PT100 .4/ g„200 > � Y K////////7/, I:''.1.';'::' - �)fii ill__ 1- NP225 V A ����� �-' N) M M411 ILI FLASHING \ > "•.' .: BY OTHERS NP225 — SDS 1/4 X 3 EA. SIDE OF \- MULLION & JAMB w/ EDGE a EXTERIOR DIST TO SHIMS AS SHOWN " . ----.....ii illilL"4111111d , II 2" / DLO N 3/8 / / FD / ill 7.r. RO i / / o w 0 l, I FT451 JAMB DETAIL _ r 6"=1'-0" O 0 0 0 0 INTERIOR \ 1"6' 15/16" ST 251 HWH L' r1 _ \ z z �� //�� EXTERIOR P225 v C1 3/4,. 411%/1 •-t".• "(-T/ trIP225 \ )jT:.. 3 US ALUMINUM 550T DOOR HEAD DE 404 M EXTERIOR `/� _ ®ARCH. REF. 7 `3/4,. DLO T 1 3/4" n n .n. /, /\ II I/INTERIOR N, N I 2"I N N NY N N z a n a z O z z ,^ I i r n ® irt N = i i et WN i_ "- — i S8245 `::::iii4 \ — 14 0.4 No FLASHING ii BY OTHERS\-"\s, I "Oo. 01 0 \ co d- 1.1 r■ \ \ \ \ - - rn M M411 o \ \ 1 0ii CD o ...... N e I Jr, m CO \ O N N N H H 0 o 0 CC DOOR SWEEP w/ o \ 0 CONCEALED +::.. N FASTENERS TYP. \ �'�'�'�' U.) 0 \ N F M w x i d O .IIII� N a J� z ° aa.. O — ' p EXTERIOR z -...S Z INTERIOR L5• TT245 c. ) 441,4 \ \ \ • Q 4 / / d. n' b D4 M ' A ' 2 US ALUMINUM 550T HEAD AT TRANSOM \ \ d N 4 1/2't ,, ° • d N 4 ARCH. REF. OJ z z d 405 ER 6"=1'-0" N 0 EXTERIOR 1 • 4 d d / /1 3/4" •4. 4 • • d • 4 4 • .. d • . a �E.D PROF 3 US ALUMINUM 550T DOOR HEAD • • < ����w. N��s`��o (405) 3 • A710 ARCH. REF. ° 4 ° . :7pE�' V "--/ 0 PER ER S -2713 INTERIOR 0 v- INTERIOR DN350 w 1 C) NP252NP252 An .. " thk. glass a :iiv.1 1,...... r::*1 ,.......: .:.:.$: 1,;iii,.., ."::_ lox.: -a i.,„ .. ... !x::*, x.:,0.1 ext. .._ - NP250 NP225I(111 ';Z)• WT500 WT300 WT350 EXTERIOR EXTERIOR /1/8" 11 1/8" 5 1/2" , DLO , DLO 5 1/2" / 5 1/2" 1/8",, DD / DD / DD DO ' 3 ` US ALUMINUM 550T MEETING STILES 1/4 406,m 6"=1'-0" =ARCH. REF. ALUMINUM 550T DOOR JAMB AT SIDE LITE —ARCH. REF. \ •....•-:. INTERIOR 1 I*.5b 6 INTERIOR 40ATTACH DOOR POST TO ANGLE w/ 1/4-20 DRIL—FLEXx 1" ATTACH DOOR POST TO ANGLE ALUM. ANGLE 1" x 1 E w/ 1/4-20 DRIL—FLEX ATTACH TO CONC. w/ 1/4" ALUM. ANGLE 1" x 1" x 1/8" x 3" LONG S41 TITEN HD, MIN. 2" EMBED, F ATTACH TO CONC. w/ 1/4" SIMPSON ^� PER ESR-2713 —Mi —425 TITEN HD, MIN. 2" EMBED, PERIODIC INSP / li I1!�''II'Id°10IIIhI PER ESR-2713 0 S a NP225 •_ rr CO CD ` P225 / WT500 M 49 5 / EXTERIOR FLASHING BY OTHERS 5 1/2" / / 1., / DLO / / / 1/8"// DD / 2 / DO 3/8" JM 550T VERTICAL AT TRANSOM r / \ r-TJb FT58004._..,_ FLASHING �,^ BY OTHERS , 2 POST TO ANGLE „62\ \ ..• I' /4-20 DRIL-FLEX o ; ,,.. - i.. 8" x 3" LONG ':;:;J 1/4" SIMPSON . r\. M411 ,•' , PERIODIC INSPIf( ER ESR-2713 N \ \ SDS 1/4 X 3 EA. SIDE OF MULLION & JAMB w/ EDGE T DIST TO SHIMS AS SHOWN• o Co • 11� FT590 00 `�'1 \ \ EXTERIOR O 1/8" ' 2.. / 4 1/2" u_ f JS ALUMINUM FF450 DOOR JAMB © CORNER __` 6"=1'-0" o 0 DOOR o ARCH. REF. OTHER --., 36 INTERIOR ATTACH DOOR POST TO ANGLE 1A ---w/ 1/4-20 DRIL-FLEX ALUM. ANGLE 1" x 1" x 1/8" x 3" LONG ATTACH TO CONC. w/ 1/4" SIMPSON TITEN HD, MIN. 2" EMBED, RDlowy a PER ESR-2713 OTHERS EXTERIOR 0 01 0 ' 3 ' US ALUMINUM DOOR HEAD © DI \407 '" 3 A710,ARCH. REF. EXTERIOR 1/8"�/ DD Design Criteria: 2012 IBC -ASCE 7-10 Wind Criteria: 120 mph (Occupancy Category II) Exposure B Mean Roof Height = 45 ft Material Ref. Standards: 2010 Aluminum Design Manual 2008 Cold-Formed Steel Design Manual AISC 2010 Specifications for Structural Steel Buildings ACI 318-11 ACI 530-11/TMS 402-11/ASCE 5-11 2012 NDS Window System: US Aluminum FT451 Storefront Frame Member Dimensions: 2" x 4.5" Strength Criteria: F„ = F,/ny= 25,000/1.65 = 15,152 psi for 6063 T6 Aluminum Deflection Criteria: TIR-Al 1-04 IBC 2403.3 Specifications (Where Applicable) Seismic Drift Criteria: ASCE 7-10 13.5.9 and Specifications, Where Applicable 4F,D PRoc ��'��►t % NFuir F , 68287Pe ?OREGON >- it< • CO t' 2 a IpttertRAL Project Name: Project No.(if applicable) BURNHAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 Client Name: Page: t: 503-887-0536 DALLAS GLASS 1 of 11 : rad@brad@connel40074ly e: structural.com SIMPLE-SPAN UNIFORMLY-LOADED MULLION ANALYSIS FOR WIND LOADING Project: Bumham Ash Apartments Client: Dallas Glass Wind pressure per 2012 IBC Alternate ABileinhts Method ULTIMATE Basic Wind Speed 120 mph Risk Cat.(doesn't affect results) II Pressure,q:=0.00256V2= 36.9 psf - (LRFD) Type Part No. lx(In') Sx(Ins) Us Alum F1552 VertIR%210 Enter Exposure B Enter Ka per ASCE Fig.6-4 1 K3=0.787 (ASCE 7-10 Table 27,3-1) A Filler 2.51 1.04 US sun corner Height Above Ground(not<15ft) 45.08 8 FT580IFT590 4.42 3.18 C US Nun FF5360P 2.78 1.24 D (2)US Alum F7589(linden 2.72 1.12 E None 0.00 8.00 F None 0.00 0.00 Bpm Length Left Lib Mule" Right Lib bib.WidthNegative PositiveNegNhre:.. "tauten d,„.„ Ion Re4'd Steel fe Reid, Comnms.Additional �� FrameSean (In) Width(b) M) p„) Effective Pressure Zone Pressure Pressure Wind Lwd.. TypeOnx.Pel Limit(In). Deflection OK? Moment of Rewired for: Calculation,Etc. Area(Kr PIM(PFn PRE OM POO horde'Oil :'Stress? 81,52 DP 118 1/8 37 5/8 2 72 58.81 48.80 4 18.8 17.1 7.35 C :0.670.88'. OK No Relnf. 10329 NO S2 MULL 118 1/8 37 5/8 2 10 25.81 32.30 4 18.8 17.2 3.36 A 0.34 0.88 OK No Reinf. 5650 NO S4 CORNER 116 1/8 41 1/2 2 0 2275 -32.30 4 18.8 172 :.2.96 B ' 017. :0.68 OK No Reid. 1826 NO S4 S19 MULL 96 1/2 41 1/2 2 41 1/2 43.50 29.15 4 18.8 17.2 5.68 B 0.14 0.55 OK No ReinL 2078 NO 68 DP 97 3116 29 5/18 2 36 34.66 23.3E 5 23.1 .1.17.3 ..:6.55 C 0.23 0.56.. OK No Relnf. '5283 NO 56 MULL 97 3/16 29 5/18 2 29 5/16 31.31 21.8E 4 18.9 17.3 4.10 B 0,11 0.56 OK No Rent, 1522 NO 511 DP 118 1/8 73 2 51 314 6398 - 52.4C 5 22.5 17.0 `,10.00 r C ..0.91 :. . .0.68. CHK 2403,3 0.933. 14067 NO 812,13,14 MULL 118 1/8 93 1/16 2 33 1/16 36.06 32.30 5 22.9 17.2 5.58 B 0.32 , 0,88 OK No Reid. 3060 NO 818 MULL 70 1/8 36 2 36 38.00 18.61. 5 232 17.3 8.11 B 094- 0.40 OK: No Reid. 1181 NO S20 CURVED SF 112 1/8 38 6/8 3 12 38 6/8 42.13 32.8C 5 22.9 17.2 8.70 D 0,51 0.64 OK No Relnf. 9406 NO S21 CURVED SF 66 7/8 38 6/8 3 1/2 38 5/8 42.13 19.5E 5 23.1 -17.8 .'8.77 i D '.0.08 0.38 OK No Reid. 3381 NO S22 CURVED SF 94 1/6 38 5/8 3 1/2 36 5/8 42.13 27.53 5 23.0 17.2 6.73 D 0.26 0.64 OK No Reid. 8665 NO NOTES: 1. Wind pressures are calculated using the 2012 IBC Alternate All-Heights Method,and converted to ASD-Level wind loads(i.e.,WuD=0.6W LRFD) 2. Wind pressure for vertical member analysis is reduced using the effective wind area,as defined in ASCE 7 Chapter 26,for each condition. 3. Wind pressure for use in determining reactions was reduce based on the actual tributary area at reaction point. 4. "Pressure Zone"is either Zone"4",Zone"5",or"INT"for Interior 5 psf Span Negative Positive Negative Positive Left Lite Mullion Right Lite Trb. PressureWidth Pressure Connection Comedian Connection Window Frame Length (In) Width On) (In) (In). Zone Tributary Araa Pressure Pried Pressure Prat Reaction Reaction Head Detail 1 Head Detail 2 Sill Detail 881 Detail Comment Oft) (fP) (PM (Psf) (Itis) (Ib') 61,62 DP 118 1/8 37 5/8 2 72 56.81 4 23.3 - 25.6 23.5 597 548'L x/401 3 4 •I S2 MULL 118 1/8 37 5/8 2 10 25.8 4 10.6 25.8 23.7 273 250 ( I3 L S4 CORNER 118 1/8 41 1/2 2 0 22.8 4 0.3 25.8 23.7 241 221' 407_ 3 S4 319 MULL 96 1/2 41 1/2 2 41 1/2 43.5 4 14.6 25.7 23.6 375 344 ADO S6 DP 97 3/16 29 5/16 2 36 34.7 5 11.7 31.7 23.6 370 278 :; 4,.. S6 MULL 97 3/16 29 5/16 2 29 5/16 31.3 4 10.6 25.8 23.7 272 250 s/ 611 DP 118 1/8 72 2 61 3/4 63.9 6 : 262 31.3 23.5 820 `, 615 1401 , 1I LL 812,13,14 MULL 118 1/8 33 1/16 2 33 1/16 35.1 5 14.4 31.6 23.6 454 340 I 518 MULL 70 1/8 38 2 38 38.0 5 9.3 ':31.7 23.7 293 ` 219 S20 CURVED SF 112 1/8 38 5/8 3 1/2 38 5/8 42.1 5 16.4 31.5 23.6 517 387 'I S21 CURVED SF 88 7/8 38 5/8 3 1/2 38 5/8 42.1 5 9.8 31.7 23.7: 310:= 231 1411 4fp S22 CURVED SF 94 1/8 38 5/8 3 12 38 5/8 42.1 5 13.8 31.6 23.6 435 325 I La NOTES: 1. Wind pressures are calculated using the 2012 IBC Alternate All-Heights Method,and converted to ASO-Level wind loads(i.e.,Naso=0.6WLRFD) 2. Wind pressure for vertical member analysis is reduced using the effective wind area,as defined in ASCE 7 Chapter 26,for each condition. 3. Wind pressure for use in determining reactions was reduce based on the actual tributary area at reaction point. 4. "Pressure Zone"Is either Zone"4",Zone"5",or"INT"for Interior 5 psf Project Name: Project No.(If applicable) (1$ki74;titAL BURNHAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 Client Name: Page: t: 503-887-0536 f: 503-744-0074 DALLAS GLASS 2 of 11 e:brad@connellystructural.com ////////// j ' /` ::::"'*::::/,........ J I.. A,. VJj ? - — —1 -.. .. a 1.4. 1T460 M J M4„ I FLASHING BY OTHERS Frs73 I w� y. . `� ., gxn .=.• szp r _ ANGLE 0 �JF� BY OTHERS cr o 6175)11..1C3 fill.St+OG PF irlfj M573 wwwsarl4viva, al6Tsw PTA yN ` r� .9411s1 0 z z A', Sf +r1 0 \ \ N. A 4 1/2" 1. ( 1 1 US ALUMINUM FT451 HEAD DETAIL l 4O1 J 6a=1 1. -0. =ARCH. ®ARCH. REF. —� _ _�--��--.._ 11 llt tit.Malta V�=fli !'i(M 3 mf SDS344- 2.'_ 1.641e$9)=672:1/ c4= (flt1.1�� s) (z) fd2 Siteg9 fr fealtbn.. z ! , 2.6 A.Sift. cinots,dd Project Name: I Project No.(if applicable) °)AgURAL BURNHAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 Client Name: Page: t: 503-887-0536 3 of 11 f: 503-744-0074 DALLAS GLASS e:brad@connellystructural.com ‘........„.",......../..............................,..........._,,,... II ' 1 • -7r Z . -.'.'• !.• I [.::.:..:- - .1-9 it. . .: FLASHING I 1 11 :::::'.; /IMP' ' • ' 1 ''.•:.::-:: BY OTHERS ..•.. • :---• i N JOS. DX; Illm II•••I 114•41:I 1 t •• •,.• ••,,,• • 10 2Nt 41:.':'''''':IP;::=.7.. • ',:, ,,' .*:•.. I I I u \ \ .---- 11460 el to M411 MAK% ° --, • • •=. •., ,.•... ... I FT573 '::•:;:::1...r Vpier PH ta4 —V....C. III ...... ... TERIOR =-.40-rdi- . __..... ..._ ag fl k M573 *dm.svoe. PP Nab t,figtoliriSgi A .1-1 IMUU4stri 40103, isitfr , '41594e liabwriso 4A1141 is er. I.2.. ._ , z z A.s. sog.4„. . . . AI I 4 1/2" I 1 2 ' US ALUMINUM FT451 HEAD DETAIL ,402 Jr 3 \ 6.,--.1'—0° ARCH. REF. „A710, INTERIOR FF536 INTERIOR .............., ATTACH DOOR POST TO ANGLE W/1/4-20 DRIL-FLEX ST 251 #10 XH w121 < \1/4 i ALUM.ANGLE 1"X 1"X 1/8"X 3"LONG- ATTACH TO CONC.W/1/4"SIMPSON RX210 TITEN HD,MIN.2"EMBED,PERIODIC INSP. PER ESR-2713 DOOR LEAF BY IN 7—OTHERS ,-- cl- NP2251... 1 D) C> i <> NP 225 ............... EXTERIOR EXTERIOR 1/8",, DD / DLO z / 2" C DO / 1 2 ' US ALUMINUM DOOR JAMB DOOR BY OTHERS 407 FIA 6' 1'—O ., ' N , ARCH. REF. Project Name: Project No.(if applicable) °11WIIMAL BURN HAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 t: 503-887-0536 Client Name: Page: fi 503-744-0074 DALLAS GLASS 4 Of 11 e:brad@connellystructuraLcom • DSY*.X3 eA.Save. .F muudirri 4 Vele, "MAL AILv✓159 "I�rb"r-b AMM$ MAR.Izxr4=175* W Rt 104 3's 1 Nab fRtris>orIs 2 1 ... . . ,4 . .. .... ... FLASHING I - BY OTHERS N: ...\\,, /N\ I••., _ • .. •/ :: Jr7� .. : 11460 r7 M M411 • 40-1 0 N a CO 0 Q ._ ,, N u N O � � N-. N 0 O cctt 0 oa u, 3 Co O 0 0 0 N r p-) Li' i,:.c E/J I N ` N N N N Z Z 0 EXTERIOR INTERIOR \ \ ♦ \ '\ i 1 3/4" ( 3 ) US ALUMINUM 550T DOOR HEAD DETAIL 1405 J 3 6"=1'-0" (A710,ARCH. REF. Project Name: Project No.(if applicable) C%1WilEAL BURNHAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 t: 503-887-0536 Client Name: Page: DALLAS GLASS 5 of 11 e:brad@connellystructural.com connellystrudural.com 4 1/2" t t - A/ 5 EXTERIOR INTERIOR 6 to to N CA fg n gif5 Inert r nu��L�ZV� CONT• 0 0 '� U I FT582 SEAL ei1/4. 61,M Of se2oo \_ ' Pal srEe - - - - - I — in . 2 csi CONT. gar _ �} SEAL i # -= T400 -'/ Z .IC/ . • � �� < . ..::-. wimr. E ' — 2'113 K---- ) ri.1111imm-_-_- _—..-41! '.':•°, ((— — • II 4.. d 4 I °Q I ° . I a a 1 d a I n • a z a 3. Al.eci le, a. . . a LI a a a I aa° a a ° ' s ' US ALUMINUM FF451 SILL DETAIL n ‘402, ®ARCH. REF. A 4 AN err* '4. (z3Z? sE5 3 t Project Name: Project No.(if applicable) °MR& BURNHAM &ASH APARTMENTS Consulting structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 t:503-887-0536 Client Name: Page: f: 503-744-0074 DALLAS GLASS 6 of 11 e:brad@connellystrudural.com SIMPSON Anchor Desi nerT"" Company: Date: 5/30/2016 g Engineer: Page: 3/4 Strong-Tie Software Project: BURNHAM&ASH APARTMENTS Version 2.4.5940.2 Address: TIGARD.OR e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) 4(Vuax)2+(Vuay)2(lb) 1 232.0 827.0 0.0 827.0 Sum 232.0 827.0 0.0 827.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):232 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.11 Nsa(Ib) 46 tbNsa(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.5.2) Nb=kc%a'f cher'5(Eq.D-6) kc As f'c(psi) her(in) Nb(Ib) 17.0 1.00 3000 1.770 2193 ONcb=95(ANc/ANco)Y'od,NY'c,N 1'cp,NNb(Sec.D.4.1 &Eq.D-3) ANc(in2) ANco(in2) V'ed,N Y'c,N Tcp,N Nb(lb) 0 ¢Ncb(lb) 28.20 28.20 1.000 1.00 1.000 2193 0.65 1425 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) Plus=bY'c,P2aNp(fc/2.500)"(Sec.D.4.1,Eq.D-13&Code Report) Yo,P Aa Np(Ib) f c(psi) n 0 tNpn(Ib) 1.0 1.00 1235 3000 0.50 0.65 879 Input data and results must be checked for agreement with he w the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 9 of 11 SIMPSON Anchor Designer TM Company: Date: 5/30/2016 Engineer: Page: 4/4 Strong-Tie Software Project: BURNHAM&ASH APARTMENTS Version 2.4.5940.2 Address: TIGARD,OR Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.11 V.(Ib) Ogrout 0 ftgtouttbVsa(Ib) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=minl7(/e/da)°•2Jda2aIf ccai1•5;92a4PcCai1 51(Eq.D-33&Eq.D-34) le(in) da(in) 2a Pc(psi) co(in) Vbx(Ib) 1.77 0.38 1.00 3000 5.00 3580 0Vcbx=0(Avc/Avco)'Ped,VWc,vY'h,VVbx(Sec.0.4.1 &Eq.D-30) Avc(in2) Avco(in2) Y'ed,v Y'c,v 'Yh,v Vbx(Ib) 0 gVcbx(Ib) 112.50 112.50 1.000 1.000 1.000 3580 0.70 2506 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 #Vcp=$kcpNcb=#kcp(ANc/ANco)Ped,NY'c,N F'cp,NNb(Eq.D-40) kcp ANC(in2) ANco(in2) Ped,N `Ye,N Pcp,N Nb(Ib) 0 gVcp(Ib) 1.0 28.20 28.20 1.000 1.000 1.000 2193 0.70 1535 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(lb) Design Strength,M.(Ib) Ratio Status Steel 232 7079 0.03 Pass Concrete breakout 232 1425 0.16 Pass Pullout 232 879 0.26 Pass(Governs) Shear Factored Load.V.(Ib) Design Strength.eV.(Ib) Ratio Status Steel 827 2676 0.31 Pass T Concrete breakout x+ 827 2506 0.33 Pass Pryout 827 1535 0.54 Pass(Governs) Interaction check Nua/gNn Vua/oV, Combined Ratio Permissible Status Sec.D.7.3 0.26 0.54 80.3% 1.2 Pass 3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 10 of 11 Project: Ash Client: Dallas Glass Condition: 1/4"Screw Pullover in Aluminum Storefront Frame Design for Screw Connections Based on 2010 Aluminum Specification Input Output Enter Screw Size: 11/4-20 { J.5.5.3 Screw Tension Is screw countersunk? NO R„=A,Fs”/1.25 3055 lbs Countersink Angle 82 deg P B„"",= 1018 lbs Aluminum" 6063-T6 Extrusions&Pipe 33.5.1 Pull-Out Strength Aluminum2 6063-T6 Extrusions&Pipe K,= Eq.J.5-2 Controls Coo.',= 1 A,"= 0.536 in.1/in. D= 0.2500 in. R"= 2331 lbs Eq.J.5-3 D,.= 0.2660 in. I Pte„= 777 lbs D.,= 0.6250 in. <INPUT WASHER DIA. J.5.5.2 Pull-Over Strength R,, D = 0.6250 in. <INPUT LARGER OF WASHER R"= 1751 lbs Eq.J.5-9 FSI= 30000 psi DIA.AND SCREW HEAD DIA. Paaow= 584 lbs F,,,Z= 30000 psi J.5.6 Screw Bearing,Tilting,Shear F04= 25000 psi The shear force on the screw shall not exceed the least of: F®2= 25000 psi Rn=detF,", 52DtFw= 1350 lbs Eq.J.5-12 Bearing F,"= 120000 psi R„ =4.2(t23 D)'nFtu2,for t2 5t, = Tilting NM Eq.J.5-13 Tilting n= 20 R„=P",/(1.25n,)= 1628 lbs Eq.J.5-14 Screw Shear n= 3 ti= 0.0900 in. Allowable Screw Tension= 1018 lbs t2= 0.2500 in. Allowable Pullout= 777 lbs 1`= 0.2500 in. Allowable Pullover= 584 lbs dt= 1.0000 in. Allowable Shear/Bearing= 450 lbs Note: This spreadsheet only applies to screw types C,D,F,G,and T,in terms of pullout strength of material not in contact with screw head. Does not cover.1.5.5.1.1-6) For spaced threads(screw types AB,B,BP,B1- and Bi;for 0.038" s L,.5Z/n) rile These products feature additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Simpson Strong-Tie®Strong-Drive®SDS HEAVY-DUTY CONNECTOR Screw and Wafer-Head Screw DF/SP Allowable Loads' SPF/HF Allowable Loads' Size Model Length Fasteners Shear(100)1 Withdrawal' Shear(100) Withdrawals Code (in.) No. Length per Wood Side Plate' Steel Side Plate (100) Wood Side Plate' Steel Side Plate (100) Ref. (in.) Cartons 13/4" 14 ga& 10 ga or Wood or Steel „ 1'/," 14 ga& 10 ga or Wood or Steel 11/2" SCL 16 ga 12 ga Greater Side Plate 1 A SPF LVL 16 ga 12 ga Greater Side Plate %2 x 1'b SD8x1.258 — — — — 50 50 50 — — — 45 45 45 — 170 x 1'/ SDS25112 1 1500 — — 250 250 250 170 — — 180 180 180 120 • '/x2 SDS25200 1% 1300 — — 250 290 290 215 — — 180 210 210 150 • '/,x21/2 SDS25212 1'h 1100 190 — 250 390 420 255 135 — 180 280 300 180 %x 3 SDS25300 2 950 280 — 250 420 420 345 200 — 180 300 300 240 15, '/.x 31/2 SDS25312 2% 900 340 340 250 420 420 385 245 245 180 300 300 270 L1, * '%x41/2 SDS25412 2% 800 350 340 250 420 420 475 250 245 180 300 300 330 F20 %,x5 SDS25500 2%, 500 350 340 250 420 420 475 250 245 180 300 300 330 ▪ x 6 SDS25600 31/4 600 350 340 250 420 420 560 250 245 180 300 300 395 x8 SDS25800 3'% 400 350 340 250 420 420 560 250 245 180 300 300 395 Project Name: Project No.(if applicable) °)§!figlaL BURNHAM &ASH APARTMENTS Consulting Structural Engineering Project Location: Date: 1111 Ryan Court TIGARD, OR 05/26/2016 West Linn,OR 97068 Client Name: Page: t: 503-887-0536 DALLAS GLASS 11 of 11 e:: brad@connellystructural.com connellystructural.com 14790 Site Address: 111 Building Division TIGARD- Deferred Submittal Transmittal Letter TO: DAvAtittFNED DEPT: BUILDING DIVISION JUN 6 2016 FROM: 2' I a N LA-5 s 1 e CITY OF TIGARD COMPANY: SSA -- A CC-C BUILDING Dl ISION PHONE: 503 s'O� --� %(� Y l�7�0 RE: $ /S-H" A\1 (Site Address) (Pe Case Number) ✓l hc.wAsk App �+ (Project name or subdivision name and lot umbe / Valuation of Deferred Submittal: / $ 9 01 0 o('j ATTACHED IS THE FOLLOWIN!" 1 EFE ' ' ` UBMTAL ITEM:1141 Copies: Description: f Remarks: rfm-k. i4W) NOTE: Documents for defe ed submittal ite s shall be b itted to the registered design professional in responsible charge who sha review them and rward '"em to the building official with a notation indicating that the deferred submittal doc ents have been revi wed d been found to be in general conformance to the design of the building.The deferred ubmittal items shall not .- installed until the design and submittal documents have been approved by the building official. Oregon Structu al Specialty Code Section 106.3.4.2 FOR OFF CE USE ONLY Routed to Permit ician: Date: ��j l Initials:' fj' Fes Due: Yes ❑ No Fee Description: Amou ue: Deferred Submittal Fee: $ Z Additional fee based on valuation: $ Other: $ Total Fees Due: $ ";--q‘ Special Instructions: Reprint Permit(per PE): ❑ Yes No ❑ Done Applicant Notified: Date: Initials: The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee.This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07