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BCPR2019-0004 - Glass and Glazing DesignSubmittal Transmittal RoDoOLSON CONSTRUCTION Project Name: Montage Conference Center, Meeting Center and Shared Services Building Project Number: 210500 Specification Name: Aluminum -Framed Entrances and Storefronts Detail Description: Aluminum Store front (OCC) Shop Drawings Category: Shop Drawings Date: 8/16/2022 CSI Code: 0841 13 -002 Status: For Approval BCPR2019_00t4mittal Pkg. #: 153 Comment: CITY OF LA QUINTA 084113-002.0 Storefront -Multi Slide (OCC) Shop Drawings BUILDING DIVISION REVIEWED FOR (Elite Submittal) CODE COM PL IANCE REVIEWED AND FORWARDED FOR APPROVAL REVIEWED WITH EXCEPTIONS NOTED NONCONFORMING, REVISED & RESUBMITTED BY: A. CLDATE 11/28/2022 DEFERRED SUBMITTAL 1: GLASS AND GLAZING, THIS PACKAGE INCLUDES ALL The Submittals have been reviewed for general conformation to the design OCC BUILDINGS, intent of the contract documents with regard to type and quality and not quantity and/or dimensions, which are the responsibility of the subcontractor and/or BCOM2021-0092, -0093 AND supplier making the submittal. The subcontractor and/or supplier is responsible -0094 for coordination of their work with other trades. Review of submittals and/or shop drawings does not relieve the subcontractor's and/or supplier's responsibility for any errors, omissions and/or changes for the requirements of the contract documents, nor for errors and/or omissions made by subcontractor and/or supplier in bad submittals and/or shop drawings. R.D. OLSON CONSTRUCTION BY: Keith Freeman DATE: 8/16/2022 JOB: Montage Conference Center, Meeting SPEC: 08 41 13 -002 Center and Shared Services Buildina 21( 0500) ❑x NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED ❑ REJECTED ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THE SUBMITTAL DURING THIS REVIEW DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. ACCEPTANCE OF A SPECIFIC ITEM SHALL NOT INCLUDE ACCEPTANCE OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. CONTRACTOR IS RESPONSIBLE FOR: DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOBSITE; INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION; COORDINATION OF THE WORK OF ALL TRADES; AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. REVIEWED BY: Brad Lowe, S.E. 10/3/2022 COFFMAN ENGINEERS, INC DATE COFFMAN ENGINEERS REVIEW FOR STRUCTURAL ENGINEERING IMPACTS ONLY 8/30/2022 Elite Structural Calcs. attached for FOR review and approval. -RDOC 400 SPECTRUM CENTER DRIVE, SUITE 1200 IRVINE, CALIFORNIA 92618 TEL: 949-474-2001 WEBSITE: WWW.RDOLSON.COM Page 1 of 1 PROJECT NO: 3690.00 DATE: September 26, 2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 Client: Elite Glass Enterprise,lnc. 9232 Bermudez St. Pico Rivera, CA 90660 P: 562-699-9300 ext. 104 Scott J. Sanders, SE /NC. Consulting Structural Eng neers Arizona, California, Hawaii, Nevada, Texas, Washington 309 Alamosa Dr. Claremont, CA 91711 • PHONE (909) 625-1906 • EMAIL sjsQclaremontSE.com S.E. S.E. I Scott J. Sand r - SL u:c Project No:3690 Montage Project Calcs Page:2 of •rgcv... -n. r�.:wa <.. ..,,. - 9/28/2022 3690 Montage Project Calcs Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center DESCRIPTION: Table of Contents Item Description Page 1.00 Key Plans 2.00 Bases of Design 3.00 Lateral Loads 4.00 Glass Design 6.00 Elevation Mullion Design 7.00 Drift Design 8.00 Dead Load Design, Screw Design 9.00 Wind Tab Design 10.00 Anchor Bolt Design 11.00 Section & detail Properties 12.00 Design Criteria 13.00 14.00 15.00 16.00 17.00 QRaFESS/pN �F4- D LIJ co S 3902 N yF EXp 6-30-24 yF d'X sTRUCT��P qOF CALVE © NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED ❑ REJECTED ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THE SUBMITTAL DURING THIS REVIEW DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. ACCEPTANCE OF A SPECIFIC ITEM SHALL NOT INCLUDE ACCEPTANCE OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. CONTRACTOR IS RESPONSIBLE FOR: DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOBSITE; INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION; COORDINATION OF THE WORK OF ALL TRADES; AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. REVIEWED BY: Brad Lowe, S.E. 10/3/2022 COFFMAN ENGINEERS, INC DATE K1 to K43 BOD1, BOD2 L1, L2 GL1-1 to GL1-5 M1A to M-26 DR-1 DL-1 CD-1, CD-2 AB1-1 to AB2-4 Ref#1 Ref#2 CALCULATION AND ENGINEERING PREPARED BY: SCOTTJ.SANDERS Exp Date: 6-30-24 Wet Signature Required 3690 Montage Project Calcs PROJECT INFORMATION: MONTAGE LA QUINTA No DateREVISION Description o CONFERENCE CENTER AND SHARE SERVICES CENTER SILVERROCK WAY, LA QUINTA, CA 92253 0 SHOP DRAWINGS o SPECIFICATIONS & NOTES SPECIFICATIONS ABBREVIATIONS INDEX t. CURTAIN WALL: ARCADIA TWD OFG1900 SERIES (2114' x T) OG FOR V THK GLASS A/C — Access Controlled N.I.C. — Not in Conrad A.F.F. — Above Finish Floor N.T.S. — Not to Scale B.O.H. — Sotto m of Horizontal O.D. — Opening Dimension I — Center Line N.F.D. — Net Frame Dimension DIM. — Dimension REF. — Reference DLO. — Daylight Opening R.O. — Rough Opening D.O. — Door Opening T.O.F.F. — Top of Finish Floor ELEV. — Elevation T.O.H. — Top of Horizontal F.S. — Finish Structure T.O.S. — Top of Slab F.F. — Finish Floor T.O.STL.— Top of Steel G.C. — General Contractor U.N.O. — Unless Noted Otherwise M.O. — Masonary Opening F.D. — Frame Dimension — — Wind Load Anchor M.L. Mullion Length W.L.A. WP — Wilson Partition SO — Sliding Door Approved 10/31/2022 1:22:44 PM FINISH: SHERWIN WILLIAMS"KENDAL CHARCOAUNO. 392BT55 2.STOREFRONT: ARCADIA AFG451T SERIES IT COMPENSATING STICK, OG FOR I' THK GLASS 0 CD W UN 5 ONj W Q < N U p Q ? LU Z Q O Qd J Q FINISH: SHERWIN WiLLIAMS"KENDAL CHARCOAUNO. 39213155 3. INT.STOREFRONT: ARCADIA AF450SERIES (2'x412') COMPENSATING STICK, OG FOR 114"THK GLASS 4. ENTRANCES: ARCADIA M512 WADE STILE DOOR FINISH: SHERWIN WILLIAMS"KENDAL CHARCOAUNO. 39213155 5. MULTI -PANEL GUIDING ALUMINUM -FRAMED GLASS DOORS: ARCADIA ULT5920 THERMALLY BROKEN MULTI SLIDE DOOR (10'-o' HEIGHT& BELOW) FINISH: SHERWIN WILLIAMS "KENDAL CHARCOAUNO. 392BT55 S. TRANSACTIONWANDOW: CRL DW1800& SM1014 SERIES PASS THRU WINDOWWI 1 'GLASS FINISH: SHERWIN WILLIAMS"KENDAL CHARCOAUNO. 39213155 S Y M B❑ L L E G E N D LASS TYPES: SEE GLASS LEGEND ON THIS PAGE & ELEVATIONS ®7.G STEEL ®FINISHED WOOD CONCRETE I� SHIMMING Q W Z J} (,� Q ? GLASS LEGEND O 1" IGU TP/TP 0 11w. Clear Tempered Glass 114" Clear Tempered Solarban 70 Q Of > ®WOODSTUDS ID CAULK& BACKER ROD W Z I— Y 12"BIacO Spae Air 1 mr, Clear Tempered W D 012" Clear T.mp.retl Glass DRYWALL ALUM. BREAK METAL eQ C V Of W W Z >� W UL! LL �'p Q U REVIEW NOTES D E S C R I P T 1 ❑ N L E G E N D 8. SHIM SPACING: 3,8" EXTERIOR. 114" INTERIOR Quantity Thus Elev. or Detail No. Description Scale ur re scs5e rvmv . .s rw ecx. ss ij II DrzwingPag WindowSenesStyle AmhitectRd QaaMM1y Opposite 9. SEALANT: DOW CORNING T95 SHOP DRAWING INDEX DESCRIPTION SHEET NO. DESCRIPTION SHEET NO. DESCRIPTION Cl COVER PAGE Ell ELEVATION C2 DOOR SCHEDULE E12 ELEVATION Gensler AB201 r.+619.55zn C3 HARDWARE SCHEDULE E13 ELEVATION Pi MC- CONSTRUCTION PI -AN -LEVEL 01 E14 ELEVATION P2 CC- CONSTRUCTION PLAN -LEVEL 0IA E15 ELEVATION P3 CC- CONSTRUCTION PLAN -LEVEL 0IB E18 ELEVATION G E N E R A L N❑ T E S P4 SS CONSTRUCTION PLAIN LEVEL 01 D1 DETAILS 1. ALL FRAME ELEVATIONS TO BE VIEWED FROM EXTERIOR. 2. ELITE GLASS TO FIELD VERIFY ALL DIMENSIONS & ROUGH OPENINGS. 3. ELITE GLASS WILL ASSUME NO RESPONSIBILITY FOR ERRORS RESULTING FROM THE USE OF THESE DRAWINGS BY OTHER TRADES. 4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION TO THE LOCATION OF HVAC RISERS. PIPING &ANY POSSIBLE INTERFERENCE WITH WINDOW ANCHORING SYSTEM. 5. A BITUMINOUS PAINTIN02INC CHROMATE OR AN EQUAL SEPERATION MATERIAL IS REQUIRED WHEN ALUMINUM COMES IN CONTACT WITH STEEL OR ANY OTHER DISSIMILAR METALS. B. ALL PERIMETER FASTENERS INTO METAL STUDS ARE BASED ON MINIMUM OF 16 GUAGE. ]. ALL DETAILS SHOWN WITH WORK FROM OTHER TRADES IS FOR REFERENCE ONLY. EX1 EXTERIOR ELEVATION D2 DETAILS wucoxmncxw. w MOM CONSTRUCTION EX2 EXTERIOR ELEVATION D3 DETAILS E%3 EXTERIOR ELEVATION D4 DETAILS EX4 EXTERIOR ELEVATION D5 DETAILS apA Td spxNwm cuirer Dine QA74m .2a Fg M.4-634 ire, 0n 92s1e EX5 EXTERIOR ELEVATION D6 DETAILS EX6 EXTERIOR ELEVATION D7 DETAILS E1 ELEVATION Da DETAILS xomxmccrw. EAMe EnteMfis,In E2 ELEVATION D9 DETAILS E3 ELEVATION p10 DETAILS CUSTOMER, ARCHITECT AND/OR GENERAL CONTRACTOR NOTES Me.-.ped appmvetl, the se shop tlrewing. sha be deemed a coned and ... uret. E4 ELEVATION D11 DETAILS E5 ELEVATION D12 DETAILS E6 ELEVATION D14 DETAILS interpretation of work scope and proj.d requirements for Elite Glass. Such approval shall wnstbt, authorization to proceed wtth.hop fabncetion of all matenals here wIhin id..tiftd. With con..m of mainlsining manuraduring schedule., Elk. Glass will manuradure Is materials from dimensions and tolerance. indicet.d on R. appmvetl submission tlrewiws. Changes E] ELEVATION p15 DETAILS ES ELEVATION D1a DETAILS requ.ded a,bmqu,M to the approval d mud be.ubmift.d in writing antl are subject to cost and schedule impact and approval by Elite Glass. Elite Glass. assumes no responsibility for work and I or enors incurred by other trades through the use of[hese shop drawings. All materials providetl by her trades to which Elite Glass scope of work is to be anchored must be of,d,qu structural strength m support all imposed woighfs, reactions and attachment dthe sy— under maximum design loads. Such materials shall be w.Minated by the General Conbrector. E9 ELEVATION COVER PAGE E10 ELEVATION xxxoxunnn. C1 DOOR SCHEDULE DOOR TYPES REVISION DR. NO. LOCATION TYPE I WIDTH I HEIGHT MATERIAL HW SET P RSE CHEDUL,E P RSE CHEDUL,E PER S, CHEpULE PER S, CHEDULE / / / \ / \ \ O O o 0 —__ K K K C \ \ No Date Description MC BUILDING Q 100A JUNIOR BALLROOM 100 OC 8'-0" 9-10" GL, AL 1.0 10OF JUNIOR BALLROOM 100 CC 8'-0" 9.10" GL, AL 1.0 4 100H JUNIOR BALLROOM 100 CC 8'-0" 9'-1. GL, AL 1.0 4 1001 JUNIOR BALLROOM 100 8'-0" 9'-01 GL, AL 1.0 ■„ Approved pp 10/31/20221:23:07 PM 100G JUNIOR BALLROOM 100 D 33'-1 SI9' 9-10" GL, AL 54.0 loom JUNIOR BALLROOM 100 H 33,-15/9' 9-10" GL, AL 54.0 107A JR PRE -FUNCTION 107 CC 7-19, 9.11" GL,AL 4.0 107B JR PRE -FUNCTION 107 CC T-10" 9.11" GL,AL 6.0 107C JRPRE-FUNCTION IO] CC T -itl' 9-11" GL, AL 4.0 109A ®O CC 7-19, 9.11" GL, AL 14.0 C7 J 1126 I MEETING ROOM 112 CC 6-0" 9-11" GL, AL 6.0 CC BUILDING 201A BALLROOM 201 CC 8'-0" 9.10" GL, AL 1.0 DOOR TYPE: B (SINGLE) DOOR TYPE: C (SINGLE) DOOR TYPE: BB (PAIR) DOOR TYPE: CC (PAIR) MODEL: M512 MODEL: M512 I MODEL: WS512 I MODEL: M512 PER SCHEDULE O x x x x x x O 2 F F U d m U) M LU U N W Z O r?x LU Z _ � Q U d w Z (, Q >Q> w> O W O C U 0 Of G LU of W Z >J W U) LL ILL w Z 'o O U 201E BALLROOM 201 D 33'-47/9' 9-10" GL, AL 54.0 201C BALLROOM 201 CC 8'-0" 9.10" GL, AL 1.0 202A BALLROOM PRE FUNCTION 202 C 3'-la. 9.10" GL, AL 6.0 202B BALLROOM PRE FUNCTION 202 E 22'-5 70' 9 -10" GL, AL 54.0 202C BALLROOM PRE FUNCTION 202 C 3-19' 9-10" GL, AL 6.0 203A LOBBY 203 CC T - la. 9-11" GL, AL 4.0 203B LOBBY 203 CC T-19, 9-11" OIL, AL 6.0 204B MEETING ROOM 204 C 3' -9" 9.10" GL, AL 21 204C MEETING ROOM 204 E 29-113/4" 9-10" GL, AL 54.0 208C MEETING ROOM 208 C 3'-73/16' 9.11" GL, AL 6.0 210D MEETING ROOM 208 C 3'-81/2" 9-11" GL, AL 6.0 210C MEETING ROOM 210 C 3' -812' 9-11" GL, AL 6.0 210D MEETING ROOM 208 C 3-]" 9.11" GL, AL 6.0 232A RESERVATION OFFICE 6 3'-0" 8'-tl' GL, AL 5.0 SS BUILDING 323A ADMIN OPEN OFFICES C 3' -0" 7-lU' GL, AL 341C ADMIN OPEN OFFICES empgee 0.ang BE 6'-0" ]-8" GL, AL DOOR TVPE:cD (OXX —O) PER SCHEDULE O x x x x O N Gensler ww' MEND I ND CONSTRUCTION =1-1— 1d9eeA74-1 Enterprise, Inc. DOOR TVPE:E(OXXXXO) MODEL: ULT5920 DOOR SCHEDULE C2 HARDWARE SCHEDULE - SPA REVISION No Date Description 0 w ■„ Approved 10/31/2022 1:23:07 PM 0 DO U M W HW SET 1.0 1 HW SET 4.0 2 N U Z OW CY Z Cf Q 5 2 C7 w Q g Q W U Of W W U W Z W � Lu W LL Z 'o O HW SET 5.0 3 HW SET 6.0 4 U Gensler ww' MOM CONSTRUCTION eao5 po Cuirer Gne id 84B.414-1 EOte HW SET 14 5 HW SET 38.0 6 EoeeMfi,,, Inc. HARDWARE SCHEDULE HW SET 54.0 7 C3 HARDWARE SET: DOOR 100A, 100F, 100H, 100L, 201A, 201C OTV DESCRIPTION CATALOG NUMBER FINISH MFR 2 FLOOR CLOSER PH DA 27580 828 RF 2 OFFSET INTERMEDIATE PIVOT M18 626 RF 1 HEADER BOLT 4016 AD 1 THRESHOLD BOLT 4015 v/ 803 AD 1 HEADER BOLT 4085 803 AD 1 MORTISE DEADLOCK MS18505 628 AD 2 MORTISE CYLINDER 6441 US32D SA 2 DOOR PULL (SET) RM3312E0 BTB MOUNTING US32D RO 2 DOORSTOP RM851BB 1/ US32D RO 1 THRESHOLD 171A OR PER SILL DETAIL MILL PE 1 GASKETING BV DOOR MANUFACTURER SWEEP180CNB�/1 �AD STATUS INDICATOR 4089 130 HARDWARE SET: DOOR 232A OTV DESCRIPTION CATALOG NUMBER FINISH MFR 1 OFFSET PIVOT SET 147 828 RF 1 OFFSET INTERMEDIATE PIVOT M19 626 RF 1 RFID MORTISE LOCKSET SIGNATURE SERIES %SARGEANT MW LEVER 828 VI 1 SURFACE CLOSER - CLOSER STOP CPS]500 v/ 689 NO 1 DROP PLATE 8 BRACKET AS REQUIRED NO 1 THRESHOLD 171AOR PER SILL DETAIL v/ PE HARDWARE SET: DOOR 109A, 323A OTV DESCRIPTION CATALOG NUMBER FINISH MFR 4 HINGE TA2314 (NRP) 626 MK 1 RFID MORTISE LOCKSET SIGNATURE SERIES. SARGENT MW LEVER 688 VI 1 SURFACE CLOSER ]500 v/ US26D NO 1 WALL STOP 400/403 RO 1 THRESHOLD 171A OR PER SILL DETAIL PE 1 GASKETING (HEAD) 2891 AS � PE 1 GASKETING (JAMBS) SET 290A5 v/ PE 1 RAIN GUARD 348C (OMIT@OVERHANG)4/ PE 1 SWEEP 18062 CNB✓ PE HARDWARE SET: DOOR 100G, 100M, 201 B, 202B, 204C OTV DESCRIPTION CATALOG NUMBER FINISH MFR 1 MORTISE CYLINDER AS REQUIRED US32D SA 1 PERMANENTCORE DG163W U515 SA HARDWARE SET: DOOR 107A, 107C, 203A CITY DESCRIPTION CATALOG NUMBER FINISH MFR 2 FLOOR CLOSER PH DA 2]S 90 828 RF 2 OFFSET INTERMEDIATE PIVOT M18 � 626 RF 1 CONCEALED VERTICAL ROD EO 16 AD8410 EO �/ US32D SA 1 CONCEALED VERT ROD NS 1843 AD8410106 x LESS PULL US32D SA 2 DOOR PULL RM3312-60 US32D RO 1 THRESHOLD 1]1A OR PER SILL DETAIL PE 1 GASKETING BY DOOR MANUFACTURER OT 2 SWEEP 18082 CNB PE HARDWARE SET: DOOR 107B, 112B, 202A, 202C, 203B, 204B, 208C, 208D, 210C, 210D CITY DESCRIPTION CATALOG NUMBER FINISH MFR 2 FLOOR CLOSER PH DA 2]S 90 828 RF 1 OFFSET INTERMEDIATE PIVOT M19� 826 RF 1 ELECTRIFIED INTER PIVOT EM190CX �/ 828 RF 1 CONCEALED VERT ROD EXIT EO 16 AD8410 EO ✓ US32D SA 1 EL CONCEALED VR ROD EXIT NS 164356 AD8410106 LESS PULL US32D SA 2 DOOR PULLS RM 3312-60 � US32D RO 1 THRESHOLD 1]1A OR PER BILL DETAIL PE 1 GASKETING BY DOOR MANUFACTURER OT 2 SWEEP 18082 CNB � PE 1 CARD, READER (BY OTHERS) FURNSHED 81NSTALLED BV VING RFID REMOTE CONTROLLER VI HARDWARE SET: DOOR 341C OTV DESCRIPTION CATALOG NUMBER FINISH MFR 8 HINGE Tnn14 MIW US10B MK 1 RFID MORTISE LOCKSET SIGNATURE SERIES. SARGENT MW LEVER 626 VI 2 SURFACE CLOSER ]500✓ 689 NO 2 WALL STOP 400/403 US280 RO 8 SILENCER 808 /809 PE 1 FLUSH BOLT 15'b826-DONJO (1IEA) U818B PE 1 513HD-]21N HEAVY DUTY ALUM. SADDLE THRESHOLD U510B PE 1M O I I nP I �5J I I I I I i MC - CONSTRU&ION P REVISION LAN-LEVEL/01 -, M Approved 10/31/2022 1:23:07 PM 0 � J m U) M W U N (Y � Z LU F- 0� Z C1Q=I 2 C7 Jos w ZZ Ix A� owo �UIY LU w U Z W LU J w W LL Z 'o O U Gensler CONSTRUCTION v r A74-1 .o�� EIHe Enterprise, Ine. a,.. nnnn u■I11V` pSFLOOR PLAN w P1 REVISION No Date Description GF C-E C-D C-C C-B C-A 0 I I I Ai --- - -„x a T-5 — -,a—----,5-55re ,5-z,7 I I P --- I - - Approved ---------------�— w — — �xaET oP„so � � o � 10/31/2022 1' .23:08 PM I 0 0 l ' I 4 4ca m -------- - m -- i o - - 1— 1 El El-�.-. El o - U M LU %iN W -! sonA� I ® 0 °wnsx enwAYLU w xExT 0 s"T A.El I T • I • © I Q n E m Z O Q PaxxEA e . ® EFsorr o f----r I � = ¢� 5 CZ (7 Q Q O Q w — — — — — — — — — — Z Z U E8 I ry 12 j 1 it-2, rz T -s,rz xsO s MAN�.Tax i s OI 1 � w� I xEEnnx BOH O 1 Z> I w J I I x LJ E► snxouET 0 0 ----� 1 W In LLI ILL — — _ — -- — — — — — — — — — — — — — i -4. z — — — — — — — — — — 5 I�I�, 1 G5 o O v I o�x E 2 ° o 4 1 E8 Gensler i Q I o I 1 • se,eaawav Tx ssssziw� F� 6,s.55,.z5 c a — . —..—.� --�--._.� E t 0 1 savenwnsE II = rm CONSTRUCTION � 5�5.<,.,z ire, ce sx,e I I 2.I -V I I I I I� _ I BALIAO to, — O - I e� N O c I E t ryis 1 GF C-E GD C-C C-B C-A - ` 1A FLOOR PLAN a P1 n CC - CONSTRUCTION PLAN -LEVEL E01■ REVISION U �� ,�_, I No Date Description I � 1 UE 8 -! M O o E. n- Approved 10/31/2022 1:23:08 PM ®n h 20 Ib 2 U) M W ES BUSINUS EEUr > rn CMCIERGE Q Z o F- 0 0 0� C1a=I VERIFY � CQQJ StoneM d., refer to FIELD AFOTER IN Q J 0 J 0 EeteI.I,.st E1 ADJUSTMENTS AND STEEL IS SET I w Q 1 2 IN PLACE. O Q ? >2WALLED OUT BGHI^A F— > O FURRED OUT Z Z U 1 o II U x 20 U W 1� ® Lu to w z Lu LL 'o O 1 _ eEE1ING I — — — 1 U E77 Gensler -117, CONSTRUCTION ------�—� —� — — — I �M,UAE518�� 'E� a eiia °01 II 1 E e Pris 1 E9 — AE°Uo - ` FLOOR PLAN C-F C-E C-D C-C C-B C�A- /■�11 n CC - CONSTRUCTION PLAN-LEVEL01 B E"°"u"� P3 REVISION SG SF SD S-B SA No Dots Description Enh ta5 6 Approved C, 10131/2022 1'23 08 PM Corn. .1 FGC. 6 —it its box walk 6 1 n —Mtw] C DO U) LU Cm 04 LU LU 3-3 CY CY 2 Ix LU F- 13 o 02E L) LLI 0 of CD LU of W LU U) LU ILL 0 &5 Gensler 11—T— t,- IMIL E6 CONSTRUCTION 9-74-1 -.4111- CIA 9518 IT. EnteMfi—, Inc. —2111-c CAW Aw�— 4 N '.E FLOOR PI -AN SS CONSTRUCTION PLAN -LEVEL 01 P4 REVISION No Date Description 0 p r Approved 10/31/2022 1:23:08 PM U 10 J W M U N Q LLI � Z C1Q=1 2 (j U scone rsraas J 05 wa> Ix U Of MC - NORTH ELEVATION ? U w Z w LU ILL Z 'o O U Gensler Q Q Q Q Q PARA�T wuro. MC,PLATE� to CONSTRUCTION -----��o$ a,.-, .o�� 7—T EIHe / / L�y�o1h Enterprise, Inc. Stone fecetle EXTERIOR ELEVATION MC - EAST ELEVATION 1 EX1 REVISION No Date Description 0 • M Approved Mc,oPa� PE. — T — — 2 — — — 10/31/2022 1:23:08 PM O 00 _ Es-$ LLI M L) N v � � N U — ? Lu Z •.=�k E7 C1 ¢ =1 Jos wZ¢> awe U Of MC - SOUTH ELEVATION ? Lu U w Z � w LLI ILL Z 'o O U QGensler - - - - CONSTRUCTION E$ a ease,«re, EIHe Stone facade, referb de,ail on sM1eef E1 —L � Enteryrise� Inc. EXTERIOR ELEVATION MC - WEST ELEVATION 1 EX2 REVISION No Date Description 0 A _—PAA Approved — — — aree�cxa 10/31/20221:23:08 PM U m [a a°orh w M PEI i) N 71 (Y O m I W U H NLu Till Z = C7 3 Jos wa> awe U Of CC -SOUTH ELEVATION U w Z � w LLI ILL Z 'o O U 1 1 1 C-9 C-8 C-7 C-5 4. C-4 3. G3 C-2 G1 Gensler CONSTRUCTION '—TEL� RWF Mom EIHe Enterprise, Inc. EXTERIOR ELEVATION CC - EAST ELEVATION 1 EX3 REVISION No Date Description 0 GA GB C-C C-D GE C-F W M Approved -----�— — —---�—�� 10/31/20221:23:08 PM U m a W M N U Z LULU H tY Z o Q j 2 (j Jos wa> awe U Of CC - NORTH ELEVATION ? U w Z � w LU IL Z 'o O U C-3 -3. C-4 4. 7 Gensler _ UE� �— _ — CONSTRUCTION .o�w� EIHe Enterprise, Inc. Stone facade, rekrb � tletail sheet El CIUMC EXTERIOR ELEVATION CC - WEST ELEVATION 1 EX4 REVISION No Date Description 0 S-G S-F S-E S-C S-B S-A A. • M Approved 10/31/2022 1:23:08 PM + + + 0'$ J m U) LLI M \ C) N — ,A � N U � Z C1Q=I 2 C7 Jos wa> Ix U Of SS - SOUTH ELEVATION U w Z � w LLI ILL Z 'o O U Gensler w' of ---------- ----"="s°°F$ I LVW CONSTRUCTION F/T\ 1 W. CA 9518 EOte - eEnterprise, Inc. EXTERIOR ELEVATION SS - EAST ELEVATION 1 EX5 REVISION No Date Description 0 S-B S-C S-D S-E S-F S-G Approved _ _ _ _ _ _ ?s 10/31/2022 1:23:08 PM rexicx---'* 0 Y17,$ m (n LU i) N (Y W � Z C1Q=I 2 a Jos wa> awe 2 U Of 0 -NORTH ELEVATION U w Z � w LU ILL Z 'o O U Gensler S-1 S-2 S-3 S T. ---- — ------- SS TOm L, L VW CONSTRUCTION 4-631 oN11oo4 _ \ / \ — V Enterprise, IncCIUMC EXTERIOR ELEVATION C - WEST ELEVATION 1 EX6 REVISION No Date Description rA. 0 � ea • Approved 10/31/2022 1:23:08 PMHIP 0 J m L M W ii N ° v N U � Z ��y v Q � Jo5 l w¢' p aw Z F Y e U 0 LU m o. UW Z m G J LU LU U) W ILL Z 'o O U Gensler F.F.L. verify stone finisM1 Bu 619.55].n Bo, gBllot oww' MOM �� o"BExp Bew CONSTRUCTION I vgce Brs]oxe vncnBEury wnu pxq a ory w. aaoe,�-18 w�BnK r�eenaiaoi xomumu+w. EOte Enterprise, Inc. CIURC -a,_ I � %/ x9xEnro cervrnuupry scxmu�eB xuu ELEVATION JAMB STONE FACADE w 3C.4Lm 3'."' E1 35b" N.F.D. t�-t �� .�1�� `7 3�y3�� L� `3 3�� .�1�� `d 3��3� .�1�� `7 3��3� ..1�� `3 3�-�� .�1�� `d 3�-¢3�� .�1�� `7 ..1�� `3 3�-�� .�1�� `3 M1�-1 D.L.O. D.L.O. I D.L.O. I D.L.O. I D.L.O. I D.L.O. I D.L.O. I D.L.O. I D.L.O. D.L.O. I 0 0 � 0 0 0 I I I I 3 I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 2'- 2'- 4'-0�� p'-0' y,-G� 4'-0�� 4'-0�� W.U. p'-0�� 4'-0�� u� 1 �e FRAME TYPE -A etas rv]m MC -CURTAIN WALL P E1 Ne ARCADIA T500-0PGiB00 (2114'X ]') rvrma REVISION No Date Description 0 ,,5 24'-" R.O. COW ei. %• ,w. ■ „ 24-j-N.F.D. Approved 2, „ 2L, D.L.O. A 3.�3.. D.L.O. 21„ 318, 4„ 3, e, 21„ 3. .. 21.. 7 D.L.O. D.L.O. 7 D.L.O. 7 3.-y34.. D.L.O. 21„ 2. 8, 3 D.L.O. 10/31/2022 1:23:08 PM 0 D 0 J m M 9, W S EEL LU W I /RE9VFORCEMENT I I � C'I aLU ! I I 6 6 i ! i Q N i D3 oz D3 i i z o LU 1 v Q D3 ate° o o a, o o Jos Q 4 / a-� Z Z U 4 5 D1 D1 3 6 4 5 \ D3 D1 23 C U m 0 i o V LU W J y w L U \ / W ILL \ / Z 'o O F.F.L. _ Gensler 2 t 4'-0" , „ T'-, O' D.O. , „ 4'-0" 4•-0•• �d Q Q Fu c,v.sn.n aw, l� � �a CONSTRUCTION 49os wm c�re,o re A74.2m, .o�� EIHe Enterprise, Inc. ELEVATION E2 Ui a� 1 �e FRAME TYPE- B aeis 12" Nnrv. 1 MC -CURTAIN WALL v E2—JAR CA09\ T50POPG1900 (2 1/4' X T1 OCCAf0.400 owrvnrva REVISION No Date Description 0 �w. ■ 29'.6P," R.O. N.I.FJ 29A'N.F.D. Approved 1.. 2' j" 4.. 3.-93.. 41" 3.-03.. 24. 3. .. 4.. 3. 8.. 4.. 3.- 8.. 41" 3.-q.. 4. T-1. 10/31/2022 1:23:09 PM D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. Q I O QI,C 0 (AD0 m I W M OPG1910 W/STEEL 'REINFORCEMENT I j 5 2 O 5 Lu Q N :) 3 Z O Q LLI 3 D1 I 03 17z 3 D1 I I I I'I i I = J O i0 i0 i0 I i s i0 - o g I / i w � z Z a w / \ Z F Y Z U D 5 3 8 1 3 \\ 4 5 8 3 1 D1 C V O G o o W It U W LU I I I I LU U) I I \ / I W ILL a o F.F.L. 4'tr S-U' , ®,. , ,�{I' 2'- 4" Gensler FRAME T/PE P E3NoCmRr CONSTRUCTION �irte Td 94BA]4'1L01 4 re Gi .o�� EIHe Enterprise, Inc. ELEVATION E3 1 -C scve 1/Y'=1'-0" 1 MC -CURTAIN WALL ARCADIA T599-0PG1999 (21/4' X ]') ]ino REVISION No Date Description " OPG1910 WI STEEL 4 -'REINFORCEMENT - Approved 10/31/2022 1:23:09 PM (] J m U) M Lu W - q v Q Lu U N �?y LU � Z v Q � _ (� Jos wQ> c� r p aw Z F Y s —� O ED U — U Of LL LY ' c; _ m Z � p ILL Lu J_ W co Lu LL Z 'o O U F.F.L. Gensler � Fu 619.55]n MI.. width for stoxe facade. Refer fo .... ciw detail sheet E1 w' I I m CONSTRUCTION .o�� EIHe Enterpriser Inc. ELEVATION E4 24'- 4 N.F.D. 3�,.L� .,1�� `3 .,1�� `3 S�� .,1�� `d 5�3� D.L.O. D.L.O. 1t O.L.O. D.L.O. D.L.O. D.L.O. 1f 1 s � D3 2 s i i D1 o io i i a, io o � 1 5 G 3 1 FRAME TYPE - D 0 1 MC -CURTAIN WALL-0" �EQxo. ARCADU TsaooPcfado l2 v4•zr7 nro d w` 2 ` FRAME TYPE-E MC -CURTAIN WALL P E4xo ARCADIA T50DOPG1900 (2114"X]') na REVISION No Date Description 0 VIF, 49'-61/8' • .. 8'-4"F.D. 3.B 4.4,3.8 8 N.F.D. $"4'8a 8 64"N.F. D. Approved 3'-11" 2" 3'-11" 2' j 2" 3'-118" 2.. 3-114' 2" 3'-114' 2" 3'-1�" 2.. 3'-114' 2.. 3'-114' 2.. 3'.114' 2.. 3'-118' 2" •• 3'-1 V. 2" 3-111, 2 10/31/2022 1:23:09 PM D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. lw D.L.O. D.L.O. D.L.O. D.L.O. O O O O O O O O 0 i0 �O �O i0 InLU M b 16 3 i i ] 3 1 L) N X W 6 ] SIN. I'I LUQ U j I N 1 I 1 1 Z LU e j j I 1 De F- Z_ 3? Qua o o w z 5 'o ;o O77 CU p i5 W "1\ (D Z Z U D D3 \ / / 3 µ]t� u Of LU W LU n LU LL Z OU F.F.L. i Gensler DOOR OPEN ING O x — -- x — B X---. ---.—X -- --� --- i _ O _ _ _ DOOR OPENING Fa+5,9.sn.]5 B • 1" 4'_1b' 3 4'-1 3 4'-1 4'-1j" 4'-1*" 4'-1i" 4'-1j" 4'-11' , .. CONSTRUCTION 4ao crnre�N ra A74 1 33'-8'(V.I.FJ pwm ire, c.4 sze,e Fg faa 41415 Enterprise, Inc. CIURC ELEVATION E5 00 O o i0 x I I i0 x I ; O x D] i I I I I I I I i 01L 1 �e FRAME TYPE -F FRAME sous N.m 2 MC v ESQ ARGIDIAAFG461T6ERIE6-2"r4112' OCCA10.400 owxr o REVISION No Date Description 0 Approved 10/31/2022 1:23:09 PM U f� OJO U M W N U04 (Y O) Q 18' 4" R.O. � Q N (� Z Lu 0Y Z v Q 2 Cg Jos w Z } Q All W U Of Z W j o z z J 0 z O b 4 w 1 O i xy O 4 w 1 - n0 X L u O mlrca O ILL W Z 'o O F.F.L. U i Gensler _ yI fie. e �� 1DOOR OPENING ¢ DOOR OPENING Fu 5ly.sn.n ww' coxmlc�w. I �� CONSTRUCTION 4MS p1-11— TN 84BA]4'1L01 .o�ux EIHe Enterprise, Inc. ELEVATION E6 18'�'N.F.D. '�' " 2'_111" 2' 2'-1 tl' 2" 2'-10" 2' 2'-1 tl' 2" 2'-10" Z. 3'-0" 2 D.L.O. D.L.O. I D.L.O. I 1 � D.L.O. I D.L.O. I I 1 I 1 21\ I I I 3 3 1 I z DS I I z i o 3-� "" 1 " FRAME TYPE-G scve x.m SS -STOREFRONTS P E6xo ARCADIA AFG451T SERIES-2"x412" OCCA10.400 16-0" N.F.D. " 2'-10" I' 2'-1tl' 2" 2'-10" I' 2'-1tl' 2" 6'-0" 2 D.L.O. D.L.O. I I D.L.O. I 1 I s D.L.O. I I I + I 1 I I + c / \ I � \ D3 06 \ I ,b I "" 2 ` FRAME T'PE -S �" 1/2"=1'-D" mv* 1 SS -STOREFRONTS P E6xo PRCACIA AFG451T 6ERIE6-2'x412" OOCA10.400 REVISION No Date Description 0 • Approved 18'A" R.O.4 6„ 6-12"' R.O. 10/31/2022 1:23:09 PM 8'- j- F.D. 2" 3.�. 2 0 OPG1910 W/ STEEL REINFORCEMENT D.L.O. D.L.O. c0 M 5 W U N I � � Lu O o De Z p 2 i _Lu Z v Q Jos w Z¢ > t Q w I o LL ] Z rc 4 6 3 3 1 os 4 rc Z U uj rye y C G O O I d Ll l Of U LLuu /Y U) W ILL 'o O I U F.F.L.44ij I Gensler "6 T� qo, ABx1ot B'" 619.5n.n ww' coxmlcsw. I �� Aai°alums°, stone hcade. Refer M tlepil sM1ee, E1 CONSTRUCTION 400pwm Culler M1ifie Td QA]4]W1 .o�u� EIHe Enterprise, Inc. ELEVATION E7 18'-]�" N.F.D. �� 3� 9� .,1�� `d 3� 8� .,1�� `3 3��]�� `3 3� 8�� 1.�.. D.L.O. D.L.O. D.L.O. D1 D.L.O. D.L.O. D.L.O. 0 O 5 0 2 GOL1 5 GL1 2 S5 31 1 1 I D1 I D3 I I D3 I � / 3/ 6\ 2 6\ 4 I I I O. I x ou. I 1 FRAME TYPE-K 12"-1 0 ° 1 CC -CURTAIN WALL s E7� ARCADIA T600-0PG1900 (3114'X ]') nrv° " 2 ` FRAME TYPE -L CC -STOREFRONTS P E7no ARCADIA AFG4.51T SERIES-2'x4fY2" nn° REVISION No Date Description 0 Approved 10/31/2022 1:23:09 PM 0 J IN m L M W ii N N U � �' O Q Z Cf Q 5 2 C7 Jog w z¢ > Q LLU o 4 D4 D1 4 O W V U W 0. w J_ (n W ILL 'o U IL F.F.L. Gensler - j �E y Y A 4 J �E � A rE J �E Fu 619.55]n go, aellof Adryst width forabne fecetle. Referb wucoxmnciw. I ,., ,.., r,� w MOM I�J�ION detail sheet El H. CONSTRI�LUCTICCTIT 490 p0--Oche Td 848A74-1 .o�� EIHe Enterprise, Inc. ELEVATION E8 1 114"N.F.D. G S 4 4 3-»q' 2q 38 D.L.O. D.L.O. D.L.O. 1 D1 D.L.O. D.L.O. O 1 0 I I I 1 0 I I I O I I 1 0 I I O I O i O i O I D1 5 D3 I I I / I I �© 2 I 2 D1 I O I I I I 11" 3'-�"D.O. u� 1 s FRAME TYPE-H 12"=1'-0" 2 CC- CURTAIN WALL P EBNo. ARCADIA T500.0PG1900 (2114"X]') nrvo - tl' F.D. D.L.O. D.L.O. D.L.O. 1 D1 D.L.O. D.L.O. O D3 I O I I i 1 0 I I I 1 I O I I I I O I I I i iO lO lO lO O � 1 / 3 5 � I DM I I D1 I I i I I 3 I 2 D1 I I I 3,_]" D.O. 1 .. q'{Y I I I q'-0 3._118.. eras 2 �e FRAME -PE-1 etas nrv] 2 CC - CURTAIN WALL EBno AR_T500-0PG1900 (] 1/q' X T7 nry 8'4j' R.O. N� "d 8'-0' N.F.D. 8 8 -11" 2 D.L.O. D.L.O. I D.L.O. DS jI 0 � i;llU n- j' R.O. 000 1 1 33-]+j" N.F.D. 7 1 2" 4'-4" 2' 4'-08" 2' 4'-p 2" 4'-q' 2' 4'-0d" 2' 4' 4.. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. O IO 10 0 O I.O 0 I cai O x x x / i I DB 3 \ D] \ o 3' DOOR OPENING I I I x x o x --- i I O I II , I I I I I ] I sIM. I O 4'-2+ 4-2j 4.214-2 4- 4.21 34'" 4 ' � 01L FRAME TYPE-Q sous .m CO -STOREFRONTS PF9 ARGIDIAAFG451TSERIES-2"r4112' OOCA10.401 ouµr o 4 21" 6 4._21.. REVISION PE q•• 8-J" R.O. 8 8 8'4" N.F.D. • 2" 3-11" 2' 3-111• 2 Approved D.L.O. D.L.O. 10/31/2022 1:23:09 PM 5 1: w uM N L)cI (Y � 3'. DB IM. Q Z w Z O a = d J Q LU Q } Q W O W O 0 u U / w w w J / 3 L � / w \ Lu ILL \ w Z ? U \ / Gensler 2\ / o 3 \ / - n go, aerot FeX Siv.sn.25 4. 8-0„ klpXll aExw' commlc�w. l L7:J�JW DOOR OPENING - CONSTRUCTION 4, 63, r�am.nais EIHe - �ao®o Enterprises IneC11, Mc ELEVATION E9 DIMENSIONS IN vv v r v v r v r r r FIELD AFTER 5'-1 "R.O.1W.F.I 4. ADJUSTMENTS AND STEEL IS SET IN PLACE 3• 5'-1a' N.F.D. 8 V-6" 2' 3-1a' D.L.O. D.L.O. 5 �lo I=9-011� 1111irmi DOOR OPENING 5'-m' W-4 22'4" R.01FEW 22'-ES N.F.D. 3'-31" 2., 34. 2" 3' B" 2., 34'. 2" 3 B' 2" 3ir3.. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. I I 3 3 � I I j 0] I j D5 j I DO NOT SET STEEL I UNTO I AND RFI CC0108 IS cLO.E.. I I 3 I i 1 1 i II ��IIIr��I�II 0 x j x x j x 0 —, I �8 �8 23-18'f� �S aL 1 Le FRAME TYPE-P aeie 12 nrvT CC -STOREFRONTS FE10 AROADIAAFG451TSERIES-2"x4112' ODC A10.401 0 rva 4., 6-1 4" R.O. MW 3.. 8 5'-10" N.F.D. D.L.O. D.L.O. IDS � 0 a \ IM. � / DOOR OPENING 5'-10" WALL WILL BE FURRED OUT v REVISION PE -, III Approved 10/31/2022 1:23:09 PM O 0 00 m U) M LU U04 N (Y G) � UWj U Z L L/ ��y � Z Q 2 C7 Jos LU Z } Q W 0 U 0 LU U W Z � X LU LL Z 'o O a U Gensler MOM CONSTRUCTION =o-11— TNaaaA74-1 Enterprise, Ine. ELEVATION E10 REVISION No Date Description 0 Approved S 3'`Z.R.O. 4 24'3"R.0. 4 TAR.O.- 10/31/2022 1:23:09 PM 9-0"N.F.D. V 24'-24 N.F.D. •� •• T•-4- N.F.D.J I .. 3._g. 2.. 3._9. 2 .. 3'-1 4" 2.. KIP 3'-1 B" 2" 3'-108" Z 3'-1 8" 2.. 3'-1 8" IF 2" 3'-1 D4" 2 .. 3'-7B' 2., 3'-7B' 2 0 J D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. m U)LU M os os U N N O i0 �: O i0 i0 i0 i0 i0 O 0ci w 3 3 3 I 3 3 3° O z N _ D6 1 05 2 D] 3 D5 D] 05 2 Z O Q LU Z De De ?: 1 I Da ? IE I � 2 O o 00 Q O o " nT 1 CC -STOREFRONTS 12"=1'-a' 1 PE11No ARDADIA AFG451T SERIES-2'x4 fYl" rvo REVISION No Date Description 0 Approved s'-2^ R.O. 10/31/2022 1:23:09 PM 27''F.D. 6'-1i" F.D. S„8 2" 3'-10" 2" 3'-10" 2" 3'-1 tl' 2" 3' -10" 2" 3'-10" 3j•• 2" 3'-' 2 •• 3.- 9•• 2" 3' 8" 2 0 D.L.O. D.L.O. � D.L.O. � D.L.O. D.L.O. D.L.O. D. O. D.L.O. D.L.O. D.L.O. m U) M l O 0 0 0 � 0 DSLU 0 0 ) N N LU Q 5n O O Q C.1 ~ ci 6 6 D6 C6 6 6 Z Q 2 Da 2 Da LU Z `�' J o g IO i� i� ID O i0 LOU<Z Q i w - Z F Y r[ 4 D6 6 S o D LU lY I I I I LU W U) j LU LL o 0 F.F.L. I i i I 2 i i i I 2 - Gensler go, ABl1ot FeX 619.55�.n ww' coxmlc�w. I �� 4ao s1 c�re�onK Td ee.4-63i .o�u� EIHe Enterprise, Inc. ELEVATION E12 I i i I I I I i i os I I I 1 FRAME TYPE -M scve *m CC -STOREFRONTS PE12c ARCADIA AFG461T SERIES-2"x412" OCCA10.401 FRAME TYPE -O 35'-]z'R.O.— 39- j- F.D. 3 4' 2" 3'A ' 2.. 3-4 2" 34' 2" 3 ' 2" 3'b ' 2" 3'4' 2" T.O.PI2 - ) E LEV. 20'-0" C1 � In O � - G O.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. 1 5 a-4- R.O. N.F.D. 2'. 4' D.L.O. 4 1 y 3 3 W n G 1 5 1 re LL "" 2 " FRAME TYPE �"" 1n'=1'-D" "T 2 -A STOREFRONTS (INTERIOR) PE13o ARDADIAAF450 SERIES -2"x4— cx wE I i0 i0 ID �� , 3'-iif 3-1 if � 3'-11f 3'-111' I 3-11],• i 3'-111.. 01L 1 �e FRA%-PE-R sous .m CO -STOREFRONTS vE13 ARCADIAAFG451TSERIES-2"r412- OCC A10.401 owrvrrva a- R.O. D.L.O. 3'-0 D.O. 4 _ 1 Q Z o SII e `6- T m � "" 3 ` DOOR 232A STOREFRONTS 77 ARDADIA AF4505EFIES-2"x 412' �'RE ntto REVISION PE -, III Approved 10/31/2022 1:23:09 PM J m U) M LL U N (Y O) � N U Z ��y � Z_ C3 Q � _ (Y Jos wZ¢> aW� U It W W U � Z W U) iY W oo O a U Gensler MOM CONSTRUCTION —4-634 o�.o au� EIHe Enterprise, Ins. ELEVATION E13 REVISION No Date Description se to n°nq � window 3'4b�" R.O. 3'�.12'R.O. Q I 3'4' R.O. 3'-i'R.O. Q 2'-11j" 111m g Q 3-D' N.F.D. N.F.D. 3'4' 2'- 4 2 N.F.D. N.F.D. 2'-10" D.L.O. 3-0" D.O. 2 D.L.O.Approved 1 1 2 4 1 5 1 1 O 10/31/2022 1:23:10 PM cu o U q 2 3 3 o O z rya O 1 1 rc O \ rc i �° m Lu ®I�p C_i a�wt aurior \/ 04 4 Lu Q 2 � Q W U 03L Z a Z F.F.L. v = d Jos Lu a a Q W Z Z U U 0 W w U W Z TL" R.O. (� W 2•. 1.. X Lu ]'{" N.F.D. 3. q" R.O. ILL Z Z 2'-0„ 00 O T-2" D.L.O. 2 3'-0" N.F.D. U 1'�' 2 D.L.O. 4 ® Gensler TI b. EE 3 0 go, Aer9t Fu si9.sn.n - 1 O 3 3 4 '4 sIM. K 4cS - 1 SIM. wucommnciw a MOM IM 5 p 3 3 1 O 1 1 S1M CONSTRUCTION z40o p m��,om Teaaaa,4 1 4 5 ire a9zaie Fs 9n.4-6 34 F.F.L. u� EIHe Enterpriser Inc. ELEVATION E14 01L 1 �e FRAME TYPE -A sous 1YY'=1'-0" N1m 21 STOREFRONTS PE14° ARCADIA AFG451TSERIES-2"x4112' OOCA10.400 °wrvr ° N� q s FRAME TYPE-D �e tt1 STOREFRONTS PE14o ARCADIA AFG451T SERIES-2'x4fY2" x° na 2 s FRAME TYPE -B sine 1/2" rv1 PASS THRU 8 DOOR E14 [x ARCADIA DOOR W5512 SERIES CRL SERIES DW1800 FOR 12'GLASS OCG A10.400 ^"O u� 6 s FRAME TYPE -E sine 12" rv1 STOREFRONTS FE14° ARCADIAAFG451T SERIES-2'x4112" x° u� 3 s FRAME TYPE-C suue 1/2"=1'0" nx 2 PASS THRU PE14o CRL SWB10145ERIE5 PASS THRU WINDOW OOCA10.400°� n0 u� 6 s FRAME TYPE - F suue 1f2"=1'-0" nx 6 STOREFRONTS PE14° ARCADIA AFG451T SERIES-2"x41YL' nx° REVISION No Date Description 0 1 7/8" x 4 5/8" x 10 GUAGE STEEL REINFORCEMENT %• (OFVE20 DRILL FLEX EASIDE — — — — OFVERTICALB ANDS"FROM JAMB Approved (ICC ES ESR 3332) Approved r.J 1 Y ��ii 10/31/2022 1:23:10 PM 3/8" SIMPSON TITEN HD J J SCREW ANCHORS w/ vevee — — oPctee easivG q 2.5"EMBEDMENT AND _ I 3" EDGE DISTANCE — J (ICGES ESR-2713) � .. , — — — — sJ m REFER TO 25028 W M ARCH/STRUC. r DRAWINGS o (9 O04 tsrotsxrzGVHeme oactaes Q Lu :¢.1 oP°tsat — t oPcase/Hs � (1)ms 1 D.L.O. 2i (3p�zx rzB VHsms ses oaotsaslO O = Lu Z c — y C1¢� = C7 ° - Jos w ZZ awe Z Z U U U Of Z � X Lu U Lu REFERTO 3/8"SIMPSON TITEN HD 3'8"SI MPSON TITEN HD REFER TO LL ARCH/STRUC. 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FRAME DIMENSION ROUGH OPENING D.L.O. � 5' D.O. i FRAME DIMENSION ROUGH OPENING 4 I -1. I I I N Lu Z Q Q� Q CJ Jos w ZJD.} Q W U W W U � Z � X W LL Z 'o O 17 4 5I8" 10 GUAGE U x STEEL STEEL REINFORCEMENT ],l, Gensler CONSTRUCTION a 4-1 4. 634 D.L.O. d 5" Dacia 8' d D.L.O. NEIHe D.O. DO. Enterprise, Inc. DETAIL D4 """ 1 nT" JAMB DETAIL CURTAIN WALL ARCADIA TOOOOPG19005ERIE5-21/4"xT cx. aE a` 2 " DOORJAMB CURTAIN WALL >�xo. ASSA ABLOV HERCULITE DOOR-DRT-0DF cx. a[ nry Tw` 3 nT" JAMB DETAIL �"" 6" = 1' 0" nrv. CURTAIN WALL P D�xo. ARCAGIA T5000PG19005ERIE5-2114"x T' acx. aE nrvo REVISION No Date Description i 0 W, Ai Approved SHIM INSIDE 10/31/2022 1:23:10 PM 3^ 5.. eves° DO 1/4"D SI MPSON SDSSCREWS (2"..2--I WRH 2- "MIN. EMBED, 3" MIN. SPACING AND 2" EDGE DISTANCE EACH SIDE OFVERTICAL MULLION (ICC ES ESR 2236) Taaa tw `(' O ? i Z.0) p O OUTSIDE U) M Lu U N LuQ N 0 VTL-VGGASKET O E p D.L.O. 2" 3"?Z Cf Q 5 d Jo5 LOU Q } Q Lu 0 U 0 Lu W U W Z � Lu U) w._ W 5 LL Z 0 0. o� ° o o p 'o O U rcxl,texaa A. , amo xx E o oal, o§s..•a sa , a000. xx E o o�„��m,a, F.F.L. RTO] REH DW3. ARCH DWG. (V.I.F.) J REFER TO ARCH DWG. J (V.I.F.) w 'u Gensler 619.sn.n _ . d SILL PAN FLASHING xwucoxmnc�w. r'I �-.��ryry--Il t I I II l,ti`i 1 II ' I '. SHIM 'd ° SILL PAN FLASHING p `�' TJO MATCH CURTAIN WALL ^ BY40THERS° G 0 D: SET ON BED OF SEALANT 318"DIA. HI LTI KWIK HUS-EZ WITH 2-12"EMBEDMENT (ICC-ES ESR-203� d' ° d d A. ° ° O d ° Q '4 M" DIA. HILTI KWIK H US-EZ _ _ D WITH 2-112"EMBEDMENT D. (ICC-ES ESR-2031) ' p DA D III —III —III— REFERTO _ ARCH/STRUC. 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W Q FRAME DIMENSION SFRAME DIMENSION FRAME DIMENSION 3 FRAME DIMENSION O ROUGH OPENING 4 ROUGH OPENING ROUGH OPENING 4 ROUGH OPENING Z LLI ~ r�5y 0� Z_ REIGID INSULATION 063 ALUM. BREAK METAL REIGID INSULATION 063 ALUM. BREAK METAL V Q � BY OTHERS COLORTO MATCH BY OTHERS COLORTO MATCH Q U d STOREFRONT STOREFRONT J in Q W ZZ } Q L-u U x LI W U W Z REIGID INSULATION 063 ALUM. BREAK METAL L COLOR TO MATCH REIGID INSULATION 063 ALUM. BREAK METAL BY OTHERS STOREFRONT w BY OTHERS COL OR TO MATCH ILL STOREFRONT Z 'o O U HSS POST o i HSS POST SILL LINE—] Gensler Ta ---- -- -an go, ABl1ot FeX 619.55�.n CONSTRUCTION D.L.O. 4 5" 2" 1 716 18 D.L.O. ire, cA 9xie 1 - 1 xomac,w.. D.L.O. 2d" 1 716 18 D.L.O. 3" Eltte FRAME DIMENSION FRAME DIMENSION 3. FRAME DIMENSION FRAME DIMENSION ROUGH OPENING 4 ROUGH OPENING 1. Enterprise, Inc. ROUGH OPENING 6d ROUGH OPENING REIGID INSULATION 063 ALUM. BREAK METAL REIGID INSULATION 083 ALUM. BREAK METAL BY OTHERS COLOR TO MATCH STOREFRONT By OTHERS COLOR TO MATCH STOREFRONT DETAIL D7 a� 1 �e JAMB DETAIL 6"tl' STOREFRONT D7—JAR GADIA AFG451T8 ULT59206ERIE6 XpE rya a` 2 " JAMB DETAIL s`'°'E 6" = 1' - tl' o mv, STOREFRONT P D7p� ARGADIA AFG451T8 ULTSB]O SERIES X. pE Nnrvo eras 9 �e JAMB DETAIL sous 8"=1'-tl' nn. STOREFRONT v D7� ARGADIA AFG451T8 ULT59206ERIE6 rya a` 4 " JAMB DETAIL srue 6"=1'-tl' mvT STOREFRONT D7p� ARGADIA AFG451T8 ULT59205ERIE5 XpE nrvo REVISION No Date Description 0 z — m �^ Oj 4.1 z w ss ,. ox E w eEW� . 1-2 Approved 10/31/2022 1:23:10 PM 0 J DO SEE NOTES OETIAL (2)1/4-20 DRILL FLEX AT (2)1/4-20 DRILL FLEX AT 1 THIS SHEET 24" OC 3" FROM EA END. 24" OC 3- FROM EA END. (ICC ES ESR 3332) 5" 063 ALUM. BREAK METAL (ICC ES ESR 3332) 5" 063 ALUM. BREAK METAL (n COLOR TO MATCH COLORTO MATCH W M 063 ALUM. BREAK METAL COLORTO MATCH STOREFRONT STOREFRONT 063 ALUM. BREAK METAL COLOR TO MATCH STOREFRONT STOREFRONT L) N W (� REIGID INSULATION BY OTHERS HSS BEAM .1. 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BREAK METAL COLOR TO MATCH COLOR TO MATCH STOREFRONT STOREFRONT INTERIOR -- — -- I — — IT R INTLRLO Ol DETAILAMB 02 DETAIL LOCKER 03 DETAIL CKER w/IAIT N6STIILE 06 DETAIL CKER 06 DETAIL CKER O] DETAILAMB 0E AIL EXTERIOR NL LE PLAN VIEW DETAIL 1 SLIDING DOOR B cx'AeD rvo v D9xo. FRDADIA ULT 5920 SERIES MULT SLIDING 063 ALUM. BREAK METAL COLOR TO MATCH STOREFRONT 01 FIXEOJAMB 02 INTERLOCKER 03 INTERLOCKER DETAIL DETAIL DETAIL 063 ALUM. BREAK METAL COLOR TO MATCH STOREFRONT INTERIOR ACTIVE FL SH PULL rL.M. STILE P.M. STILE (ACTIVE) �....1DETAIL wL L` PLAN VIEW DETAIL — 2 SLIDING DOOR 6"-1.-0"a ';;' ARD7DIAULT582SSERIES MULT SLIDING cx. xE rvo REVISION REIGID INSULATION BY OTHERS 0 HSS POST %• w. ■ i SILL LINE Approved 10/31/2022 1:23:10 PM O 0 J m U) M LLI U N � N U 4 D.L.O. Z Lu � 0 FRAME DIMENSION a Q �Z ROUGH OPENING Q d Jos REIGID INSULATION BY OTHERS I"I"I Q } Q Lu U 0 LL W U Z W � w LLI 11 Z 'o O REIGID INSULATION U BY OTHERS HSS POST Gensler Fu 5,y.sn.25 CONSTRUCTION TE A74 1 N w� EIHe Et rp 1 CIMRC ROUGH OPENING REIGID INSULATION BY OTHERS DETAIL D9 REVISION No Date Description O 55 O 0 O 0 0 O 0 s aal,xtx axl z s ark l,�t•�a"a z W. Q — E 0 — W. 1) M Approved (2)1/4-20 DRILL FLEX AT (2)1/4-20 DRILL FLE%AT 24" OC 3" FROM EA END. 26" OC 3" FROM EA END. 10/31/2022 123:' 0 PM (IOC ES ESR 3332) 5" SEE NOTE51/D6 (IOC ES ESR 3332) 5" SEE NOTE51/D6 0 m W M a" a" Q W N :.0 (2)114-20 DRILL FLEX AT (2)1/4-20 DRILL FLEX AT O Q 24"OC 3" FROM EA END. (IOC ES ESR 3332) 24"OC 3"FROM EA END. (IOC ES ESR 3332) Z L Z ��y v =I O O = CY Q Cn - zw 0 0 0 0 LL'Q> w �� 0 0 0 0 0 o W INTERIOR g LL EXTERIOR INTERIOR o LL EXTERIOR O W O J.Lu W Z 00 O e• e• U Gensler 0 0. 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SIMPSON BIDS SCREWS WITH 2-12" MIN. EMBED, 3" MIN. N SPACING AND 2"EDGE DISTANCE 11 OUTSIDE EACH SIDE OF VERTICAL MULLION `d D.L.O. (ICC ES ESR 2236) 3 (n O FRAME DIMENSION ? L ROUGH OPENING �1r = v Q 0 009 Q X: (f - Jo5 o w z } Q JAMB DETAIL "" 4 ` JAMB DETAIL 6" STOREFRONT PD11c ARCACIA AFG451T SERIES-2'x412" x. aE tto REVISION No Date Description 0 Approved 10/31/2022 1:23:11 PM f� DO U) M 063 ALUM. BREAK METAL 063ALUM. BREAK METAL w REIGID INSULATION COLOR TO MATCH COLOR TO MATCH REIGID INSULATION U N By OTHERS STOREFRONT INTERIOR STOREFRONT BY OTHERS FLUSH PULLS MS+1880 WI Q w < ACTIVE FLUSH PULL N Z Lu F- HSS POST --- -- — — -- --- HSS POST Jos L.M. STILE I R.M. STILE (ACTIVE) Q W > —.— —�--- _ — O w L) U Of W W LuU) w O1 FIXEDIAMB 02 INTERLOCKER 03 INTERLOCKER 09 INTERLOCKER 05 MEETINGSTILE 06 INTERLOCKER 0] INTERLOCKER O& INTERLOCKER 09 FIXEDIAMB J LL D.O. 2" DETAIL DETAIL DETAIL DETAIL /IATCH STILE DETAIL DETAIL DETAIL DETAIL 2" p.p, w Z 3, DETAIL O FRAME DIMENSION FRAME DIMENSION U ROUGH OPENING sd EXTERIOR �. ROUGH OPENING o,�„�m,a. REIGID INSULATION REIGID INSULATION Gensler BY OTHERS BY OTHERS CONSTRUCTION — Te a�9A74-1 CA 9518 .o�w� EIHe Enterprise, Inc. CIMRC DETAIL D12 u� �e PLAN VIEW DETAIL 1 «ois 8"=1'-0" rr SLIDING DOOR PD12o ARCADIA ULT 69205ERIE5 MULT SLICING cx. a[ rvo REVISION No Date Description - 0 WAU- R FERTOARCH/STRUC.f„ RAF INGE FOR DETAIL. I I� 5 Approved SHIM 10/31/2022 1:23:11 PM (2)1/4"DIA. SIMPSON SDSSCREWS `x `� O z b WITH 2-1/2" MIN. EMBED, 3" MIN. w SPACING ND 2" EDGE DISTANCE iewa 10 0 EACH SIDE OF VERTICAL MULLION 0 J (ICC ES ESR 22%) m o � 2 W cf)M V L-VG GASKET _ G u (� N �_ 5 � O.L.O. 0 � Q - % FRAME DIMENSION ROUGH OPENING ? L Z 2 C7 Jos L(( Q } Q W U W W U LU Z J W � Lu W 0 z �- a o 0 >*Itctex 4-a Z. 0 w - - woier.woua. S Gensler 10 TI 11111121411, SHIM ' - i xwucoxm.ciw. (2)1/4" DIA. SIMPSON SDS SCREWS - I O O WITH 2-G" MIN. EMBED, 3" MIN, SPACING AND 2" EDGE DISTANCE - w j CONSTRUCTION EACH SIDE OFVERTICALMULLION - ' O rc _ (ICC ES ESR 223E) - , re ome pm faa.ea,� II S - xo��E1He O I' p 5 W. Enteryrise, Inc. 0 DETAIL D13 JAMB DETAIL ease nrr. 1 STOREFRONT PD13o ARCADIA AFG451T SERIES-2'x 4112" u� 2 e SILL DETAIL �e 8"=1'-0" .v. STOREFRONT FD13o ARCAGIA AFG451T SERIES-2'x412" Acx. rze rvo eT01L 3 �e HEAD DETAIL sine 6 8 x.m STOREFRONT PD13 � ARCADIA AFG451T SERIES-2"x41Y2' ACH s x. o 4 HEAD DETAIL STOREFRONT PD13 ARCADIA AFG451T GERIEG-]"x 4112' cx. xE imo COUNTERTOP REFER TO ARCH. DRAWING BY OTHERS HALF TRACK PASS THRU WINDOW COUNTER TOP FINISH TRANSITION REFER TO ARCH. DRAWING BY OTHERS REFER TO ARCH/ HALF TRACK ETRUC. DWGS FOR DETAIL PASS THRU WINDOW INTERIOR Im EXTERIOR _ I C3 1 CC33 I 116 1"16' 11" 1 16" 116^ I CLEAR OPENING — ---`J 2" L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — V.I.F. COUNTERTOP 1 1 REFER TO ARCH. DRAWING 1 1 BY OTHERS — 1 — PLAN VIEW DETAIL ewE 6"=1'-0" Nnn. PASSTHRUWINDOW 714 1 CRLD11800 SERIES PASS THRU WINDOW cH. xE ... COUNTERTOP REFER TO ARCH. DRAWING BY OTHERS REFER TO ARC. DRAWINGS oera� �E PLAN VIEW DETAIL .7E n^�T FOR DETAILS. BY OTHERS 2 No PASS THRUWINDOW 6"=1-D"ou vD14 CRL-1.14 SERIES PASS TIRU WINDOW cH. AE rva OUTSIDE 5"" D.L.O. FRAME DIMENSION REVISION PE Approved 10/31/2022 1:23:11 PIA O 0 00 m U) M LLI L) N (Y 0) � N U Z Ow F_ O� Z v Q =I _ (J Jos w ZIx } Q LLI U Of Lu W U W Z � w LLI LL Z 'o O a U Gensler l� i L�Oa CONSTRUCTION 9-74-1 o�.oa� EIHe Enterprise, Ine. DETAIL D14 REVISION No Date Description 0 WALL - WALL - REFER TO ARCH/STRUC. I REFER TO ARCH/STRUC. DRAWINGS FOR DETAIL ' i DRAWINGS FOR DETAIL d Ij'= 4 II'= (2)1/4' DIA. SIMPSON BIDS SCREWS ' I (2)1/4'DIA. SIMPSONSDSSCREWS ' I Approved WITH 2-1/2' MIN. EMBED, 3" MIN. WITH 2-1/2' MIN. EMBED, 3- MIN. SPACING NO 2' EDGE DISTANCE SPACING NO2"EDGE DISTANCE - iO/Oi/ZOZZ':Z3:'i PM EACH SIDE OF VERTICAL MULLION EACH SIDE OF VERTICAL MULLION (ICC ES ESR 2236) (ICC ES ESR 2236) 0 U O m O z O U) w h Lu M O A L) N A o WO ' Q O O Q E V N w wLu Z _ G r O _ O a � d Jos w ZZ< Q W � CENTERLINE CENTERLINE Z Z U VARIES(48" MAX.) _ _ _ _ VARIES (68"MAX.) _ _ O V 0 G U W I Z > Lu J 0 u o m Z U) h - o h _ 'o O o 2w w Zw w U b Ei W. 0 0 E 'o 0 Gensler KEYED PLUNGER LOCK COUNTERTOP COUNTERTOP -an go, aeroi F'"619sn.n REFER TO REFERTO ARCH/STRUC. ARCH/STRUC. FOR DETAILS. FOR DETAILS. xwucoxmnc�w. BV OTHERS VARIES BV OTHERS GE " VARIES ... """"--- CONSTRUCTION 20 GA STAINLESS STEEL CAP 20 GA STAINLESS STEEL CAP xo� EOte WALL BY OTHERS WALL BY OTHERS REFER ARCHISTRUC xx� ALL REFER TO AR /STRUC. DRA GSFORDETAIL DRAWINGS OR DETAIL Enterprise, IncCIMRC 4 ;14 — VERT SECTION @ TRACK me VERT. SECTION @ NO TRACK CRL REVISION No Date Description - - 0 WALL WALL (V.I.F.) REFER TO ARCHISTRUC _ I W REFER TO ARCH/STRUC. { ;. DRAWINGS FOR DETAIL •,' DRAWINGS FOR DETAIL -_,pri {} ', I II ' ■■/ SHIM Approved 10/31/2022 1:23:11 PM � m < 0 J m U) M W N O WALL (V.I.F.) U_ N REFERTOARCH/STRUC. O O (2)1/4-20 DRILL FLEX AT - .' DRAWINGS FOR DETAIL Q — 24"OC 3"FROM EA END. `,.., 3. '�;YL- �• LU z q (IDD ES ESR 3332) O axo Z Z O M O Q U' _ O — K < s U. O R F o L.LU//� Q g w — V Q> 1. W. z O > - D Y OwL) � U 0 w w U W Z LU In W LL _ Z O O o U �a COUNTER TOPc�r REFER TO :� o; r e' • �{S G��x.71�� ARCH/STRUC. // FOR DETAILS. u BVOTHERS VARIES w wp p Fu 619.55�.Yv b q oa`ow"e sox: 'G o INSIDE °' xwucoxmnc�w O OUTSIDE CONSTRUCTION WALL (V.I.F.) REFER TO ARCH/STRUC. 2•• D.L.O. (2)1/4-20 DRILL FLEX AT 9-74-1 DRAWINGS FOR DETAIL - WALL 24 OC 3" FROM EA END REFERINGS TO FO /STRUC. F.D. (ICC ES ESR 3332) Y�Y WALL (V I F) xie DRAWINGS FOR DETAIL -L.. ROUGH OPENING ,E, DRAWINGS FOR DETAIL �.. DRAWINGS FOR DETAIL EIMe Enterprise, Inc. J 3 I 1 r R. DETAIL PROVIDE SIMILAR . DETAAL FOR 4 EXTERIOR"ew APPLICATION D16 "" 1 ` VERTICAL SECTION 8"=1'-0"P PASS THRU WINDOW xD16o CRLSWB1014 SERIES PASS THRD WINDOW cx. xE ntto """ 2 " DOOR HEAD DETAIL srux 6"=1'-0" my STOREFRONT D16 ARCADIA AFG451T SERIES-2"x412' x xx 3 JAMB DETAIL P — INT. STOREFRONT-0" CAgA AF450 SERIES-2'x 41/2' cx. xE ntto "" 4 " HEAD DETAIL 6 INT. STOREFRONT xDi6o ARCADIAAF4505ERIE5-2"x412" cx'xO nrvo 8 HEAD DETAIL 6" = 1'-0" o -- INT. STOREFRONT xDi6p ARCADIAAF4505ERIE5-]"x41Y1" cx. xE nrvo Scon .l Sv d-s, SE INC. PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Bases of Design Vertical Loading: 1" Thick IG Fully Tempered Glass Insulated Glass system = 6.50 PSF Aluminum Storefront = 1.25 PSF Aluminum Storefront = 1.25 PSF TOTAL DL = 9.00 PSF Horizontal Loading: Wind Design per ASCE 7-16 PROJECT:.3690 Montage Project Calcs Page: BO D-1 Date: 9/28/2022 Ultimate Design Wind Speed 115 mph(Ult), Exp C, Risk Category III Per FOR Wall Zone 4 Basic Wind Load = -33.28 PSF, 10 sq. ft. USE ZONE 5 FOR ALL MULLION DESIGNS, UNO: Wall Zone 5 Basic Wind Load = -41.15 PSF, 10 sq. ft. Human impact loads: 200 Ibs point load on wall adjacent to walkways, 42" above walking surface Seismic Loading per ASCE 7-16 Body of Connections Bolts and Welds Load Combinations per ASCE 7-16 Design Properties: Fr = Modules of Rupture: Annealed Heat -strengthened Fully Tempered E = Modules of Elasticity Coefficient of Linear Expansion Poisson's Ratio = u Density Coefficient of Linear Expansion Fp = 0.60 Wp Fp = 1.88 Wp Glass per GANA Table 11, Probability of Breakage 8 per 1000 6000 psi 2800 psi 12000 psi 5600 psi 24000 psi 11200 psi 10400 ksi 0.46x101-5 in/in deg F = 0.23 156 Ib/ft^3 0.46x10^-5 in/in deg F Codes and Ref: 2019 California Building Code ASCE/SEI 7-16 Aluminum Design Manual AAMA Design Guide Manuals ASTM E-1300 -09 AISC ACI 318 Dril Flex Self -Drilling Fasteners ESR-3332 Hilti ESR Report 3027 Hilti ER-2196 Soot J. Ssndrs- SE 111C. • PROJECTA690 Montage Project Calcs Page:BOD-2 Date: 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Bases of Design Deflections: Vertical Framing Members supporting glass or metal panels normal to surface Single Span 13'-6" or Less Max Deflection = L/175 for clear span of support Single Span greater than 13'-6" Max Deflection = L/240 + 1/4" for clear span of support Vertical Deflection due to DL and LL = 3/4". Cantilever Members Max Deflection = 2L/175 of span past support Transverse Framing Members supporting glass or metal panels in -plane: Deflection = L/175 for clear span of support normal to the plane of construction Vertical Deflection = L/360 or 1/8" whichever is less for clear span of support, in the plane of construction Building Drift and Movement Criteria Vertical differential deflection Live Load per EOR. Inter -story lateral drift 2 Note: Bolts, Screws and Anchor Bolts DISSIMILAR METALS: The use of dissimilar metals should be evaluated consistent with ASTM G82-98, in addition to the following requirements: A) Where aluminum surfaces come in contact with metals other than stainless steel, zinc, cadmium, or small areas of white bronze, keep aluminum surfaces from direct contact with incompatible metals. This is achieved by providing suitable protection coati B) Dissimilar metals must be painted if used in locations where drainage from them passes over aluminum. C) Wood or other absorptive materials which may become repeatedly wet and which are in contact with aluminum should be painted with 2 coats of aluminum house paint and the joints sealed with a quality caulking compound. D) Where aluminum is in contact with treated wood, wood must be treated with Pentachlorophenol 5 % minimum concentration, or Wolman Salts of Creosote or Zinc Napthanate (select one) and follow the protective measures outlined on container. Structural Silcone: 1/2" thick joint Allowable Tension = 20 psi Width ofjoint = 0.5inches T allowable = 120 plf 3/8" thick joint Allowable Tension = 20 psi Width ofjoint = 0.375 inches T allowable = 90 plf Nominal Glass Thickness inches Minimum Glass Thickness inches Glass Weight psf 1/8 0.115 1.63 1/4 0.219 3.25 3/8 0.355 4.88 1 /2 0.469 6.50 5/8 0.595 8.13 3/4 0.719 9.75 7/8 1 0.844 1 11.38 Project No:3690 Montage Project Calcs Page: L-1 Smrrl. Ssnden, SF 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Wind Design Per ASCE 7-16 30.2.2 Min Design Wind Pressure 16 psf for Strength = 16 x 0.6 = 9.6 psd ASD Wind Design per ASCE 7-16 Components and Cladding Simplified Method Chapter 30 Part 2 h< 60 ft Approximate Building Information: L = 160.00 ft. B = 160.00 ft. Ht = 20.00 ft. Roof Slope - 0.00 in/ft. Corner Distance shall equal the smaller of: 10 % of Min L or B: = 16.00 ft. 0.4 Ht = 8.00 ft. Not Less Than 4 % L or B = 6.40 ft. or - 3.00 ft. Horizontal Glass Curtain walls and Storefronts Risk Category per Table 1.5-1 = III Basic Wind Speed, V, per Fig. 26.5-2 and 26.5-2 = 115.00 mph Kd, Section 26.6 and Table 26.6-1 Exposure = C Topographic factor Kzt, 26.8 and fig 26.8.1 = 1.00 Building Roof = Flat Roof Building Height = 15.00 ft. A = 1.2900 20 ft. Tall, Exp C Figure 30.2-1 pnet=Ax Kzt x pnet30 Figure 30.4-1 net30 10 ft-2 20 W2 50 ft^2 100 ft"2 derior Zone 23.80 22.70 21.30 20.20 -25.80 -24.70 -23.30 -22.20 orner Zone 5 23.80 22.70 21.30 20.20 -31.90 -29.70 -26.90 -24.70 net= A x Kzt x pnet30 derior Zone 4 30.70 29.28 27.48 26.06 -33.28 -31.86 -30.06 -28.64 orner Zone 5 30.70 29.28 27.48 26.06 -41.15 -38.31 -34.70 .31.86 3690 Montage Project Calcs Scott J. Sanders SE INC. •S[ 0- Project No.: 3690 Montage Project Calcs Page L-2 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Seismic Loading ASCE 7-16 - Seismic Design Cat. D Site Class = D hn = 50.00 ft, per plans SEISMIC COEFFCIENTS Sds= 2/3Sms = 1.0000 Sms = FaSs = 1.5000 Fa = 1.0000 1615.1.2 Ss = 1.5000 S 1 = 0.6450 Ip = 1.2500 Occupancy Cat II Fv = 1.5000 Sd1=2/3FvS1 = 0.6450 Nonstructural Components Max Fpx = 1.6*lp*Sds*Wpx = 2.0000 wpx Min Fpx = 0.3*lp*Sds*Wpx = 0.3750 wpx Table 13.5-1 Coefficients for Architectural Components Wall Element Fasteners of the connection system ap = 1.0000 ap = 1.2500 Rp = 2.5000 Rp = 1.0000 Z = 16.0000 FT h = 16.0000 FT Wall Element Fp = (0.4*ap*Sds / (Rp/lp) (1+2*Z/h))Wp = 0_6 Wp Fasteners Load Fp = (0.4*ap*Sds / (Rp/lp) (1+2*Z/h))Wp = 1.875 Wp Wall Element Width Trib = 4.0000 FT Height Trib = 8.0000 FT Glass Wt = 6.5000 psf, Trib Dead Load = 208.0000 Ibs Wall Fasteners Load Fp = 3.90 psf, 390.00 Ibs 3690 Montage Project Calcs Title PAGE: G1-1 September 28, 2022 Disclaimer These calculations are based on the ASTM E1300-09, ASTM E1300-12 and ASTM E1300-16 Standard Practices for determining the load resistance of glass in buildings and provided to the customer as a guide only. WGD does NOT take responsibility for providing structural load calculations and providing load resistances for the customer's application. The software used to generate this report has been developed by Standards Design Group (SDG), and can be used to determine the load resistance of specified glass types exposed to uniform lateral loads of short or long duration subject to the following condition(s): • The glass is free of edge and surface damage and has been properly glazed in the opening in conformance with the manufacturer's recommendations. The user has the responsibility for selecting the correct procedures for the required application from the software. The stiffness of members supporting any glass edge shall be sufficient that under design load, edge deflections shall not exceed L/175, where L denotes the length of the supported edge. The non -factored load values for laminated glass are representative of test data and calculations performed for an interlayer at a temperature of 50° C (122° F). For other limiting conditions that may apply, refer to Section 5 of ASTM E1300 and local building codes. SDG disclaims any responsibility for any particular results relating to the use of the WGD Program. SDG disclaims any liability for any personal injury or any loss or damage of any kind, including all indirect, special, or consequential damages and lost profits, arising out of or relating to the use of the WGD Program. Signature / Stamp Input PAGE: G1-2 September 28, 2022 Glazing Information Supported Edges: Shape: Lite Width: Lite Height: Glazing Angle: Four sides simply supported Rectangular 48.0 in. 117 in. 90.0 ° Glazina Construction (Double Glazed Insulatina Unit Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Applied Loads Description Load Duration Short Duration 21.0 psf 3.00 sec Long Duration 5.00 psf 30.0 day WGD - Version 6.6.8.0 Page 1 of 4 ASTM E 1300 Extended Basic Load Resistance Report PAGE: G1-3 September 28, 2022 Glazina Construction (Double Glazed Insulatina Unit Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Load Resistance Short Duration (3 Sec) Description NFL GTF LSF LR Exterior Lite 22.6 psf 0.900 1/0.500 40.7 psf Interior Lite 22.6 psf 0.900 1/0.500 40.7 psf Lona Duration (30 Days Description NFL GTF LSF LR Exterior Lite 22.6 psf 0.390 1/0.500 17.6 psf Interior Lite 22.6 psf 0.390 1/0.500 17.6 psf Comparisons Short Duration 21.0 psf 3.00 sec <= 40.7 psf OK Approximate center of glass deflection Exterior Lite 0.41 in. Interior Lite 0.41 in. Long Duration 5.00 psf 30.0 day <= 17.6 psf OK Approximate center of glass deflection Exterior Lite 0.11 in. Interior Lite 0.11 in. Notes Load resistance values are computed in accordance with ASTM E1300-16 Section 6.2 and are based on non -factored load values calculated in a manner consistent with those presented in ASTM E1300-16. WGD - Version 6.6.8.0 Page 2 of 4 ASTM E 1300 Extended Basic Load Resistance Details PAGE: G1-4 September 28, 2022 150 r Long Dimension (in.) 0 ;0 tun 140 200 250 �■■■■■■■■■►.�' Pb :,1,Sides ........�C. .. Load • 1 1 see■■��■■■�� ■ �i�iiiii��i�� 41.8 liki....■■.::.■■■■i 52.2 62. -- ms u 4000 3000 0 IM U 1000 2000 .1000 4000 $000 6000 Long Dimension (mm) WGD - Version 6.6.8.0 Page 3 of 4 ASTM E 1300 Extended Basic Load Resistance Details PAGE: G1-5 September 28, 2022 r 150 • Long Dimension (iii.) 0 50 1(w 140 200 250 Glass 1/4 in. • 1 • • Pb — 801 , Load • 1 1 see31.3 �1■■■■■■■■�r ..........�C. ■■■■■■■�� I ■I ■■■��■■■■� _ 62. / ■■��I�■■_■.�I WIPIN IW■■,E�.■■■■52.2 1v�T-�I+��r _ ► �� F =-'! u 0-f 0 4000 3000 0 IM U 1000 2000 .1000 4000 $000 6000 Long Dimension (mm) Load x Arca= (kip -ft2) 0 25 SO l5 100 125 150 II I.0 O.H •-. 0.8 - U 0) � (iS V Q 0.4 - f1.�- 0.1 - fl f1 - . �.�. � Long Duration — MA �...... VANO MMMMMMEN rM v'dAPMvMMMw1MMMMM 111MINOMPOW--dr� M M . . 0 10 20 30 40 50 Load x Arcal (kN•m2) 30 2: 30 sr o IS u U tL 5 u 60 70 WGD - Version 6.6.8.0 Page 4 of 4 Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-1A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E1 Max Spacing width = 4.0000 ft x Ht 16.0000 ft Basic Wind Load = 34.7 psf ASD Load Factor = 0.6000 ASD Wind Load = 20.82 psf Total Wind Area = 64.0000 sq.ft. Me x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA OPG1900 SERIES 'N •"... Steel Reinforcing if required b = 1 7/8 in d = 4 5/8 in t oiu:n+r, s = t = 0.1340 in 17 fi h = b-2*s = 4 5/14 in (steel = t*h^3/12+b*(d^3-h^3)/12= 3.458 in^4 ° ° (steel Section = 0.000 in^4 1= OPG1910 = 8.381 in^4 E steel = 2.9E+07 psi � WIIfYIYWI f"'p m ra..rn°r�w, • E alum = 1.0E+07 psi Max Ht = 16.0000 ft Max Deflection Allowable = 1.05 inches Max Deflection = L/240+0.25 = 1.05 inches USE Max Deflection = 1.05 inches Trib Wind Width = 4.0000 ft W = 83.28 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 4.0329 in^4 Equivalent (provided = (steel+ (alum/2.9 = 6.3481 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 666.24 Ibs Tension at Silicone Joint = 41.640 plf Check column for beanding: M= WL12/8 = 2664.96 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 2.1039 inA3 Sx Provided = 2.5160 inA3 UC = SX REQ'D/SX PROV'D = 0.8362 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-16 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E1 JAMB Max Spacing width = 2.0000 ft x Ht 16.0000 ft Basic Wind Load = 38.31 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.986 psf Total Wind Area = 32.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Desian Loads: ARCADIA OPG1900 SERIES Steel Reinforcing if required K1 b = 0 in d = 0 in s = t = 0.0000 in h = b-2*s = 0 in -^ Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 = OPG1910 = 8.381 in^4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi � w,r•w w.0 r•r r Max Ht = 16.0000 ft Max Deflection Allowable = 1.05 inches Max Deflection = L/240+0.25 = 1.05 inches USE Max Deflection = 1.05 inches Trib Wind Width = 2.0000 ft W = 45.972 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 2.2262 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 2.8900 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 367.78 Ibs Tension at Silicone Joint = 22.986 plf Check column for beanding: M= WL12/8 = 1471.10 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 1.1614 in^3 Sx Provided = 2.5160 in^3 UC = SX REQ'D/SX PROV'D = 0.4616 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL PAGE: M-1 b.4crd.hm�Y t0.41• R 0. a- 3c•s• tcP.o. d yy�• a.'-]'44 2y 3-14 2a 3'-04• 2y 3!.a� 24 ]•- 24 3•� 2. 3-dj 24 1'-1 i8• 2a'' I 1 3 1 44, 2 1 1. 1 4 721 4•.8' 4•.0' 4•4' 4•-0' 4W 414• 4•-P FRAME TYPE - A a�wnrn MC - CURTAIN WALL viov ru � .+r.. ve• w,mv E1 A CAOIATS OPCrVp OleA-XTI O CA10NOtl 4 V-V 2 22 2 77 ww.w fA:F'F R]rF fK Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-2A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E2 DOOR JAMB Max Spacing width = 6.0000 ft x Ht 16.0000 ft Basic Wind Load = 32 psf ASD Load Factor = 0.6000 ASD Wind Load = 19.2 psf Total Wind Area = 96.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA OPG1900 SERIES Steel Reinforcing if required b = 1 7/8 in d = 4 5/8 in s=t= 0.1340 in h = b-2*s = 4 5/14 in E] Isteel = t*h^3/12+b*(d^3-h^3)/12= 3.458 in^4 Isteel Section = 0.000 in^4 ^a i. D'^" 1= OPG1910 = 8.381 in^4 i • � � E steel = 2.9E+07 psi E alum = 1.0E+07 psi VERTCAI DETAI s•* • wu� r• -v Max Ht = 16.0000 ft o�'• ur_�W IVAt}•�•wc.1�Rl ,.•... �'• �• Max Deflection Allowable = 1.05 inches Max Deflection = L/240+0.25 = 1.05 inches USE Max Deflection = 1.05 inches Trib Wind Width = 6.0000 ft W = 115.2 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 5.5786 in14 Equivalent Iprovided = Isteel+ lalum/2.9 = 6.3481 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 921.60 Ibs Tension at Silicone Joint = 57.600 plf Check column for beanding: M= WL12/8 = 3686.40 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 2.9103 inA3 Sx Provided = Mullion + Steel = 3.0000 inA3 UC = SX REQ'D/SX PROV'D = 0.9701 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI PAGE: M-2 2a'-95 R.O. s2 24'-88 N.F.D. Z z' 24 2'-08' 24 3'•94 24 3'-9824 T-9k 24- T-94 24- T-04' 24 T-9j 24 D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D L.O. 11 I i tt I � I I i 3 1 3 I t I I I f I I � / cp IN / I / I / I I 4. 2'•44 a'-0' 'IS T-t0' D.O. t� 4'-0' � 4'-0' ee L NO. Tm.¢ FRAME TYPE - 8 SCALE to u T . t MC-CURTAIPI WALL PACE NO 5V$TM NRcl REf OVFHTITY om E2 ARCADIA T500-OPG19W (2114" X n OCC A13 400 - 2'-44" 2 1rc '.L2. PAGE: M-3 \ 4N\ \ "Y - Bz" 2W-6;- R O. +!� ff }" 29'-54 N.FD i 1 3, 1- 3 1 1 3 1 1 24" Y- 8 T4 3'-9a 24" 3'-94- 24 9-94 24 3-98 24 fi ff fi -fs --fi fi D.L.O D.L.0 DlO ❑.L.O. OLD. i f t 2 If 0 -AB- 24 3 -9d- 24" �3 Y-' 8 24 f fi f� D.L.O. O.L.O. D.L.O. 1 �bt 0t1 - cat a" - et rtl Gil oft Qt�iCi1 '. ({t —\ �I � 1I 1 /51 / \ 5 ' O 0 ut 3 2 •. an10"01AAnr �y r 2 t t-= FRAME TYPE - C MC -CURTAIN WALL 1J2 - V-T 1 6tbtEN NfGh REF NRRY UPP E3� ARCADIAT500-OPG1900(2vexr) OCCA104D0 :wed-'•tv\ \ PAGE: M-4 Z 24'-2 N.F.D_ Z 24- 3'.�- 24. 3.4 24. 3�' 2g T-98' 2q 3-4 4 24 X-Q 24- ii if nl n nl n nl n nI n nl n nl n 1 1 1 1 I I 6 2 5 I I 03 63 �M D1 p3 3 tiDt, D1 31 A � � I S xwwnax I �3~ 4-7a 4'.0. 19" 14- 4*-W 4-18 2 (L rt OETAIL NO r(TLE FRAME TYPE • D SCn-E WHIM vT.0 1 MC - CURTAIN WALL 1 r2" = t'-O" 1 PAGE HJ 6YSTEM r CN REF. Q.!4YTRY J P E4 ARC.ADIA THO-OPG19W(21/4' X T) OCCAI0.400 - era\ \ e� D rr\ \ -N� N L6 J � LL 9 �V O � J in p / 2„ / Reduce opening • /- 1-112" for stone finish one side AGE : M-5 94' R.O. 9'-84�N.F.. D2' 6'-0„ 24" 1'-58" 24' 1 D1 ENO \ GLi GL1 GL� 5 5 D3 D3 3 1 D1 D3 OLt GL1 ) f 1\ 4 l 6 4 D1 3 D3 b 01 0) D ,112e 3 SWING -OUT 1Q" 1'-g4" , aw Ow 2 �N O (O LO C 1 Adjust width for stone facade. Refer to detail sheet E1 DETAIL NO. TITLE FRAME TYPE - E SCALE QUANTITY THUS 2 MC - CURTAIN WALL 1/2" = V-0"1 1 PAGE NO SYSTEM ARCH. REF *QUANTITY OPP. E4 ARCADIA T500-OPG1900 (2 1/4" X 7") OCC A10.400 -- Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-6A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E5 UPPER Max Spacing width = 4.0000 ft x Ht 5.0000 ft Basic Wind Load = 38.31 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.986 psf Total Wind Area = 20.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES Steel Reinforcing if required b = 0 in d = 0 in s = t = 10 GAGE = 0.0000 in h= b-2*s = 0 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 Si011r�MdYl r•.P ..-+. ._• 1= TB-251 = 2.951 in^4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 5.0000 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.34 inches USE Max Deflection = 0.34 inches Trib Wind Width = 4.0000 ft W = 91.944 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.1300 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 1.0176 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 229.86 Ibs Tension at Silicone Joint = 45.972 plf Check column for beanding: M= WL12/8 = 287.33 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.2268 in^3 Sx Provided = 1.2750 in^3 UC = SX REQ'D/SX PROV'D = 0.1779 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-66 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 02/E1 JAMB 2 Max Spacing width = 2.0000 ft x Ht 5.0000 ft Basic Wind Load = 38.6 psf ASD Load Factor = 0.6000 ASD Wind Load = 23.16 psf Total Wind Area = 10.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES u<<M Steel Reinforcing if required b = 0 in G d = 0 in Q s = t = 10 GAGE = 0.0000 in h= b-2*s = 0 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 1= TB-265 = 2.706 in^4 • w.aoeT�r -'• .•._ E steel = 2.9E+07 psi sTDMFRONT E alum = 1.0E+07 psi Max Ht = 5.0000 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.34 inches USE Max Deflection = 0.34 inches Trib Wind Width = 2.0000 ft W = 46.32 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.0655 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 0.9331 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 115.80 Ibs Tension at Silicone Joint = 23.160 plf Check column for beanding: M= WL^2/8 = 144.75 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.1143 in^3 Sx Provided = 1.1120 in^3 UC = SX REQ'D/SX PROV'D = 0.1028 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI PAGE: M-6 erne Rm rv.,•a T r�lr sar r-,1�• r ra, r r-+,' i _ ate* a �,� _ r t, s . - 3• r t, r _ a, �. T•Il' r•1,- TH AF a¢ p p N N a .d OLO OLON O.LO OLO. OCO DLO OLO OLO OLO OLO. OLO OLO , 1 IO 1 7 1 1 t I.a ■ e __ _._ t O �. x ,o,, x x 7l x x O o i ar sFFL / / H /l N DOOR OPEMMO OOOO OPF4I140 o x x x x x x o END '`i 4 c'� 4 •'-1 'I •4i' 4 '*i a '+i li it •-+i ae I / / =->s c,r) 4 Q •,," PRAW TYPE-F 1°•• •"'•'"• Mt- STOREF ORM ,A- • t' T 2 ES 11tt-JRY •iE{51T {EO®-S,I'T �n•llal� Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-7A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E6 Max Spacing width = 3.0000 ft x Ht 8.0000 ft Basic Wind Load = 38.31 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.986 psf Total Wind Area = 24.0000 Me x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES D S 0 o'o r , .. � • • vEMiKY OEINL �`• •DS rw�.r �— •_••_ Check column for beanding Exterior Anchor Bolt: Steel Reinforcing if required sq.ft. b = 0 in d = 0 in s = t = 10 GAGE = 0.0000 in h = b-2*s = 0 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 (steel Section = 0.000 in^4 1= TB-251 = 2.951 in^4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 8.0000 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.55 inches USE Max Deflection = 0.55 inches Trib Wind Width = 3.0000 ft W = 68.958 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.3995 in14 Equivalent (provided = (steel+ (alum/2.9 = 1.0176 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 275.83 Ibs Tension at Silicone Joint = 34.479 plf M= W L^2/8 = 551.66 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.4355 in^3 Sx Provided = 1.2750 in^3 UC = SX REQ'D/SX PROV'D = 0.3416 <1.0 SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-76 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E6 JAMB Max Spacing width = 1.6250 ft x Ht 8.0000 ft Basic Wind Load = 41.15 psf ASD Load Factor = 0.6000 ASD Wind Load = 24.69 psf Total Wind Area = 13.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES Steel Reinforcing if required 'r b = 0 in d = 0 in s = t = 0.0000 in ama 3 wwo+oro. _ h = b-2*s = 0 in �a�vars Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 o ` 1= TB-265 = 2.706 in^4 D� uvn.ww. rw.. E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 8.0000 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.55 inches USE Max Deflection = 0.55 inches Trib Wind Width = 1.6250 ft W = 40.12125 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.2324 in^4 Equivalent Iprovided = Isteel+ lalum/2.9 = 0.9331 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 160.49 Ibs Tension at Silicone Joint = 20.061 plf Check column for beanding: M= WL12/8 = 320.97 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.2534 in^3 Sx Provided = 1.1120 in^3 UC = SX REQ'D/SX PROV'D = 0.2279 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI PAGE: M-7 CA) co N i u- LL • G Z co R ri ao \ iv 3,. 8 2'-112 D.L.O. 18'-84" R.O. per s1"ucn 2" Z-10" 2" 2'-10" 2" %10" 2" 2'-10" 2" 3'-0" 2t D.L.O. D.L.O. D.L O. D.L.O. 2LI 1 I I I I rill .': liLl 3 I I 1 I I I I I I 2\ D5 A GLI d \ Z 2 cp a 1 �11 0 ' n O O 2 333A a�yINGIN - 1 3-22" T-0" 3'-0" T-0- T-0" 1 T-0„ 2" 8� DOOR OPENING CL r ct ri DETAIL NO., TITLE FRAME TYPE - G SCALE OUANTITY THUS SS - STOREFRONTS 1/2" = 1'-0" 1 PAGE ran. SYSTEM ARCH. REF. IOuANTTTY &F i- E6 ARCADIA AFG451 T SERIES - 2" x 4 1/2" OCC AM400 — Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-8A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 02/E6 DOOR JAMB Max Spacing width = 4.5000 ft x Ht 8.0000 ft Basic Wind Load = 38 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.8 psf Total Wind Area = 36.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES Steel Reinforcing if required b = 1 1/2 in d = 2 3/8 in �IL�1 N s=t= 10GAGE= 0.1340 in .we amrw,s.op h = b-2*s = 2 3/28 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.610 in^4 uu...... Isteel Section = 0.000 in^4 u f1pKrRow r' � , d' n I= TB-266 = 2.857 in 4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 8.0000 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.55 inches USE Max Deflection = 0.55 inches Trib Wind Width = 4.5000 ft W = 102.6 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.5944 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 1.5949 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 410.40 Ibs Tension at Silicone Joint = 51.300 plf Check column for beanding: M= WL12/8 = 820.80 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.6480 in^3 Sx Provided = 1.1120 in^3 UC = SX REQ'D/SX PROV'D = 0.5827 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL PAGE: M-8 ciwti z N n Q LL Z r cv Q �' J co 1V-44 R.O. MIM 1a A' N.F.D.. ' Z-10" 2" Z-10' 2" 7-10• 2" Z-10' 2" D.L.O. D.L.O. D.L.O. D1,01 I I 1 I i ei „ D5 3.. 8 T-l' 61-0• l3.. DOOR OPENING ct DETAIL NO." TITLE FRAME TYPE - S SCALE QUANTITY THU 2 SS - STOREFRONTS 1 /2" = 1'-0.. 1 PAGE NO SYSTEM ARCH REF QUANTITY OPP. E6 ARCADIA AFG451T SERIES - 2" x 4 1/2" OCC A10.400 — Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-9A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E7 Max Spacing width = 8.0000 ft x Ht 13.0000 ft Basic Wind Load = 32 psf ASD Load Factor = 0.6000 ASD Wind Load = 19.2 psf Total Wind Area = 104.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA OPG1900 SERIES �tEEL "EMJIiCEYEMi Steel Reinforcing if required b = 1 7/8 in d = 4 5/8 in s=t= 0.1340 in h = b-2*s = 4 5/14 in ' Q Isteel = t*h^3/12+b*(d^3-h^3)/12= 3.458 in^4 Cif �I Isteel Section = 0.000 in^4 = OPG1910 = 8.381 in ^4 S E steel = 2.9E+07 psi E alum = 1.0E+07 psi Eurr AL DVAI Max Ht = 13.0000 ft CURTAIN WALL r' i' • O .o . ,.... Max Deflection Allowable = 0.89 inches Dob """"" "°°°°�iwouaeE " " Max Deflection = L/175 = 0.89 inches USE Max Deflection = 0.89 inches Trib Wind Width = 8.0000 ft W = 153.6 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 3.8244 in14 Equivalent Iprovided = Isteel+ lalum/2.9 = 6.3481 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 998.40 Ibs Tension at Silicone Joint = 76.800 plf Check column for beanding: M= WL12/8 = 3244.80 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 2.5617 in^3 Sx Provided = Mullion + Steel = 2.7660 in^3 UC = SX REQ'D/SX PROV'D = 0.9261 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL PAGE: M-9 Reduce opening .1, 14/2" for stone finish nm drb. 3. 19'-74' N.F D. T. - 7- 3'_97.. '-987- 24"' 1 2 24 1 -6 24 T-98 24 3-98 24 8 24 3 '-6 4 D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. D.L.O. 1v CaD =00 CGLt:) GO 0 o -zz 3 GET -) GILI z r4-� cr 3 2 0; )Z3 (=203A EO3 0:) Mvilio-OUT 6WNC-.UT D2 8 z If Av DETAIL NO T1r-E FRAME TYPE - K SCALE OUANTTTY THUS CC - CURTAIN WALL 112"= V-0* Adjust width for atrina faradia PAGE NO SYSTEM ARCH REF QUANTITY OPP Refer to detail E7 ARCADIA T500-OPG1 goo (2 114"X 7*1 OCC A10 401 — sheet Et 1* Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-10A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 02/E7 Max Spacing width = 4.0000 ft x Ht 9.7500 ft Basic Wind Load = 32.55 psf ASD Load Factor = 0.6000 ASD Wind Load = 19.53 psf Total Wind Area = 39.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES Steel Reinforcing if required ' b = 0 in d = 0 in s = t = 10 GAGE = 0.0000 in h = b-2*s = 0 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 -- vcaacron.a -- -_' Isteel Section = 0.000 in^4 S�0RE`"0W �o �Q�- _ 1= TB-251 = 2.951 in^4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 9.7500 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.67 inches USE Max Deflection = 0.67 inches Trib Wind Width = 4.0000 ft W = 78.12 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.8193 in14 Equivalent Iprovided = Isteel+ (alum/2.9 = 1.0176 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 380.84 Ibs Tension at Silicone Joint = 39.060 plf Check column for beanding: M= WL12/8 = 928.29 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.7329 in^3 Sx Provided = 1.2750 in^3 UC = SX REQ'D/SX PROV'D = 0.5748 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-10B 9/28/2022 02/E7 JAMB Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 02/E7 JAMB Max Spacing width = 2.0000 ft x Ht 9.7500 ft Basic Wind Load = 38 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.8 psf Total Wind Area = 19.5000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA AFG451T SERIES "" `" Steel Reinforcing if required b = 0 in d = 0 in s = t = 10 GAGE = 0.0000 in h= b-2*s = 0 in i 'P•0MN4ON Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 • MAN0po-N0 Isteel Section = 0.000 in^4 1= TB-265 = 2.706 in^4 steel = 2.9E+07 psi sra roman r-- 'a .�c.a..roa.rs�Nesr..,� Ealum= 1.0E+07 psi Max Ht = 9.7500 ft Max Deflection Allowable = 0.75 inches Max Deflection = L/175 = 0.67 inches USE Max Deflection = 0.67 inches Trib Wind Width = 2.0000 ft W = 45.6 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 0.4782 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 0.9331 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 222.30 Ibs Tension at Silicone Joint = 22.800 plf Check column for beanding: M= WL12/8 = 541.86 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.4278 in^3 Sx Provided = 1.1120 in^3 UC = SX REQ'D/SX PROV'D = 0.3847 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL PAGE- M-10 8" 8'-11. R.O. " 8,-04" F.D. 8„ 3'-98" 2„ 3'-98" D.L.O. D.L.O. N d T 7 J N � N N � Cb -�F= M 00 I 3., 4'-04" j 4'-O$„ 8„ �. Ii DETAIL NO TITLE FRAME TYPE - L SCALE QUANTITY THUS 2 CC - STOREFRONTS 1/2" = 1'-0" 1 PAGE NO. SYSTEM ARCH. REF. QUANTITY OPP_ E7 ARCADIAAFG451T SERIES - 2" x 4 1/2" OCCA10.401 -- PROJECT:.3690 Montage Project Calcs Page: M-11A 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E8 Max Spacing width = 4.0000 ft x Ht 14.0000 ft Basic Wind Load = 34.7 psf ASD Load Factor = 0.6000 ASD Wind Load = 20.82 psf Total Wind Area = 56.0000 sq.ft. Me x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: ARCADIA OPG1900 SERIES Steel Reinforcing if required b = 0 in d = 0 in ^ s = t = 0.0000 in h = b-2*s = 0 in Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 1= OPG1910 = 8.381 in^4 vsoruer.r � aiwru rwi � • a E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max Ht = 14.0000 ft Max Deflection Allowable = 0.95 inches Max Deflection = L/240+0.25 = 0.95 inches USE Max Deflection = 0.95 inches Trib Wind Width = 4.0000 ft W = 83.28 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 2.6128 in^4 Equivalent (provided = Isteel+ lalum/2.9 = 2.8900 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 582.96 Ibs Tension at Silicone Joint = 41.640 plf Check column for beanding: M= WL12/8 = 2040.36 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 1.6108 in^3 Sx Provided = 2.5160 in^3 UC = SX REQ'D/SX PROV'D = 0.6402 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment EA SIDE OF VERTICAL ALUMINUI Srstt J S7rdws. SE INC O„ PROJECT:.3690 Montage Project Calcs Page: M-11B 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Window Elevations 01/E8 JAMB Max Spacing width = 2.0000 ft x Ht 14.0000 ft Basic Wind Load = 38.31 psf ASD Load Factor = 0.6000 ASD Wind Load = 22.986 psf Total Wind Area = 28.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Desian Loads: ARCADIA OPG1900 SERIES Steel Reinforcing if required K1 b = 0 in d = 0 in s = t = 0.0000 in h = b-2*s = 0 in -^ Isteel = t*h^3/12+b*(d^3-h^3)/12= 0.000 in^4 Isteel Section = 0.000 in^4 = OPG1910 = 8.381 in^4 .as o...° E steel = 2.9E+07 psi E alum = 1.0E+07 psi � w,r•w w.0 r•r r Max Ht = 14.0000 ft Max Deflection Allowable = 0.95 inches Max Deflection = L/240+0.25 = 0.95 inches USE Max Deflection = 0.95 inches Trib Wind Width = 2.0000 ft W = 45.972 plf Ireq'd = (5*w*I^4)/(384*E* Defl) = 1.4423 in^4 Equivalent Iprovided = Isteel+ (alum/2.9 = 2.8900 in^4 Reaction at Top and Bottom = w x Max Ht/2 = 321.80 Ibs Tension at Silicone Joint = 22.986 plf Check column for beanding: M= WL12/8 = 1126.31 LB -FT Fb /omega = 15.2000 ksi Sx req'd = M/Fb(omega) = 0.8892 in^3 Sx Provided = 2.5160 in^3 UC = SX REQ'D/SX PROV'D = 0.3534 <1.0 Exterior Anchor Bolt: SC1 - 1/4-20 DRIL FLEX SCREWS (2) EA SIDE OF VERTICAL AB1 -HILTI KWIK HUS-EZ 3/8" dia w/ 2-1/2" EFFECTIVE embedment ALUMINUI EA SIDE OF VERTICAL PAGE- M-11 Q N � O LL z ¢ a C? v - O LF.F.L. 1 rim\ =�- Xo'-02. / 8" " N.F.D. 8"� If - 24" 3' 88 24" 3'-94 24"94" 24" 3'-94" 24" 3' 88,. 2� , D.L.O. Q.L.O. D.L.O. D.L.O. O.L.O. 1 I D1 Glt GLI GLI 3 I � II Da. GL, 'g 3 D 1 9 / e08C 2 210C 2 \ svntw r L. 8" 3'-11.2 4' 4'-0" 4' T-88" D.O. 24"8 q CL q DETAIL. NO. TRLE FRAME TYPE - H SCALE QUANTITY THUS 1 CC - CURTAIN WALL 1/2" = 1'-O" 2 PAGE NO. SYSTEM ARCH. REF DUANTITYOPP. E8 ARCADIA T500-OPG1900 (2 114' X 7) OCC A10.401 — PAGE: M-12 �1 Reduce opening -h 1-112" Icr stone finish one udc. EQ. i i" 0" F.D. 8 r- r 21" 3.94" 2 " 3' 4" 2, " �4 24" ' 84,. 24 D.L.O. D.L.O. D.L.O. D.L.Q. D.L.O. 1 I ��r COLD I 1 D3 I 3 D1 GzLI , (iL1 Y CLI ra I ' GL1 D31 31 na �1 D4 Mop • 2 2100 i SwINGAUT �� - 1 i 3'-r' D.O. �a" 4'-0" 4'-0" It (t It i 4'-0" T-118" ►3 DETAIL NO. TITLE FRAME TYPE - J SCALE OUANTITY THUS 2 CC - CURTAIN WALL 1/2" = 1'-0" 2 PAGE NO SYSTEM 1 ARCH. REf QUANTITY OPP E8 ARCADIA T500-OPG1900 (2 114" X 7") OCC At0.401 — O LL Q 0 ri r O � J m Li Adjust width for stone facade. Refer to detail shoot E 1 PAGE: M-13 • dui �; d Aa FA �F.vi ra}■o � d� Draii'ep � r� ra}rsD� rr P Yd,• r RtY r r t�i' r rV�' r •'O': r �"A' r "0: Y 4°.'' r •-0: r^:' r r Ydr r T++• r N H H N N N N N N N H N N N O10. D.LO. OlD DLO. 0.L0. O.LO OlA O10. D1Q O.LO. OLO. D1A. ovo■vra+ew Dva■wo•�a O Y Y Y X fe ta+ r.t� ` sai y '4' S •�j y •'ai 4 •�i' ��• 4 4.4 1 •• •"^, • Fauae TYPE -O '•' •""•• ' CC - STOREFRMTS E9 uY,MiA♦FCJS,i SERE'_ T a..T DDCM6 m .L1 b PAGE- M-14 / rION6 M � ' AFTER MENTS ,TEFL 15 3ET ICC �o o to O 35'48 S.10� J J J J 3-10"N.f.O. 11-r r Y-10• r r 3.a4 r 3' A r 3 r 74t >r r9! >r S4 r r Y-1n r 11-• — -JJ- w " - _ypr DtO. 0.LO. D10. p-- -.aV D.LO. D.L0. 010. N- -JE- -H p - --A--- D-LM D10. 0.L0 DLO. .•I - 41 I �.� _ z z - I' t M 1KIr �'f 37Eg I f Wtlem rG010� � 1 a 1 x I) 'A x I x x i t o M o I W Z 4k 1'-V 1' 3'-10' rr 71'-6A•Ii.F.D' rr 3'-/6' 1' 1'Y 48• 4- DOOR OPENING DOOR OPENING _. 0 1 x I x I x x O y a W Q sus. E "!ns' Q s 4t 118.3. a zr-tp I� FRAME TYPE - P "^" "'^"�• I CC - STOREFRONTS t r[- = V-w I rE10 �RUD14. A:G4'+T SERIES-z-.4 tY oCC w1o.M1 �`.n.,n w�:vl1S PAGE: M-15 � rq�o. �R q; x�Lrnl� y' r�■a� c ■ •7N,FA. Y i-i 3Y-y�'WII n a �i�'NJA]/ � r s.■' ]+]oyL r 3'•tp■L Y a'u4` T S.7�L r 3-40j 3. "N 7 !-Ty. ? '•Y H DIA. D.LO H H D.L.O DLO QLA. QL-O OLQ D.I.D. D.10. D.L0.. ` •.. ;■—� o col; X pie, x 1 x i t x 1` O —_ ]1 o o G 6 I I '7p o a fa 3z '4 2: ,. bl, '.D3 2 I. I • 1 2 FSL -•L 1 r s-r r ra I r 3cT� M.FD r 7-I�L J-i■e' •its ■a f/�ti- DOOH OPENING o x x x x o r pe- % . 4L R rqe' i roe• 4 r-oe- 4 ••.oa- le; 4 Q "•" — FRAME TYPE-N •'•• �•••," OL - STONEPRONT6 47� tom• t w�r�u]xl Etl ANCA AAFrAWTSENW-r—A' a —ml PAGE: M-16 N 6 N a zr-i- R.o� 'z' ' 2T-04 F.D. 8 1 1 3 38" Y 9'-10' Y 9'-10' 2' 3-10' 2' S'=10' 7 3'-10' 2' 3�8- 2- DAl .LO. d D.LO. D.LO. D.L9. D.LO. D.LO. D.L.O. D.L.O. II 1 II i I io 1 Q I 3 ry� C al _ ..� (ill) 3 2 r 6L1 I I ��' Gl - I I I I I ik g I I I O O iS F.FL I g 3 gg s 0' d 0° 4 0" 4' 0" 4.0" 3 66 8 Y rt 4 FRAME TYPE - M 6LA E owN RYT 1 CC- STOREFRONTS -ACE wJ i"OEN ARCH REF CUANTM 04- F12 ARCAOiAAFG45ITSERIES-Tz4lrr OM Af0.401 — �TJ PAGE: M-17 8'-22" R.O. (V.LF 1 8" 3„ 4'-077„ 4'-078„ 38,. q- DETAIL NO TITLE FRAME TYPE - O SCALE OUANTITYTHW 2 CC - STOREFRONTS 1/2" = 1'-011, 1 PAGE NO SYSTEM ARCH. REF. QUANTITYOPP. E12 ARCADIA AFG451T SERIES 2" x 4 1/2" OCC A10.401 -- PAGE- M-18 \ rSm\ N 1 a 39-7Z' R O.- 3 358j' F.D. 3 T 3'94 2' 3-94 T 3"9s T 3'94 7 3, T 3'94 T 3"9a 2- Y-94 T ]-94 T // DLO OLO DLO. DLO D.LO DLO O.L.O DLO DLO ivy siu 3. 1 1 1 1 1 1 1 1 1 3. 9 4-04 7-114 3'414 9:114 3'•114 3'•114 7•itA 3'-n4 4"04 e FRAME TYPE - R CC - STOREFRONTS 117' = 1'4r 1 Ei3 ;alAAFG4511sEalE3-Tt41a- oocnlo4ol R.O. PAGE: M-19 3'-04" R.O. tmg,�I.F.) if 2'-113„ 1„ 4 4 N.F.D. 2'-73„ 4 2I D.L.O. 17. 6 z � oC � "' o Lo 171 I- CV DETAIL NO. TITLE FRAME TYPE - A SCALE QUANTITY THUS 2 STOREFRONTS (INTERIOR) 1 /2" = 1'-0" 2 PAGE NO. ARCH. REF. QUANTITY OPP. SYSTEM E13 ARCADIA AF450 SERIES - 2" x 4 1/2" -- PAGE: M-20 0 z M00 0 00 DETAIL NO. TITLE DOOR 232A 3 3'-44" R.O. (V.I.F.) 3'-4" D.L.O. 3'-0" D.O. 260 STOREFRONTS PAGE NO. SYSTEM E13 ARCADIA AF450 SERIES - 2" x 4 1/2" SCALE QUANTITY THUS 112" = 1 '-0" 2 QUANTITY OPP. I 3'-02" R.O. PAGE: M-21 DETAIL NO TITLE FRAME TYPE - A 1 1 STOREFRONTS PAGE NO. I SYSTEM E14 � ARCADIA AFG451T SERIES - 2" x 4 1/2" SCALE QUANTITY THU 1 /2" = 1'-01 1 ARCH. REF. OCC A10.400 21 QUANTITY OPP. PAGE- M-22 U_ 0 cV d' LO Co LL (V 0 LL z LO revise to hung window 3'-01" R.O. 3'-44"R.O. 3�� 3'-011 8 3'-4" N.F.D. N.F.D. 2" 3'-0" D.O. r1 �2' 4� GL2 A I k GL2 MEN= GL1 lz- 1 FTq�1 2 / D3 109A SWING -IN I t 4 � Z O C7�W c";0 1� c MO 00 DETAIL NO. TITLE FRAME TYPE - B SCALE QUANTITY THUS 2 PASS THRU & DOOR 1 /2" = 1'-0" 1 PAGE NO. SYSTEP;1 ARCADIA DOOR WS512 SERIES ARCH. REF. QUANTITY OPP. E14 CRL SERIES DW1800 FOR 1/2" GLASS OCC A10.400 -- PAGE: M-23 O J Lo M U')'ioo Z Z �- W n \O 00 U- N T-02 R.O. (V.1.RQ 1„ 1 16 4 T-0" N.F.D. 4 *l DETAIL NO. TITLE FRAME TYPE - C I SCALE QUANTITY THUS 3 PASS THRU 1 /2" = 1'-0" 2 PAGE NO SYSTEM ARCH_ REF QUANTITY OPP. E14 CRL SWB1014 SERIES PASS THRU WINDOW OCC A10.400 -- PAGE: M-24 2'-02" r;� N o 0 LL J Z 0 0 00 M N ,r,-1mt DETAIL NO. TITLE FRAME TYPE - D 4 STOREFRONTS PAGE NO. SYSTEM E14 I ARCADIA AFG451T SERIES - 2" x 4 1/2" SCALE 1 /219 = 1'-019 QUANTITY THUS 6 ARCH. REF. (QUANTITY OPP. OCC A10.400 I -- PAGE: M-25 O CV T-62" R.O. (1 DETAIL NO. TITLE FRAME TYPE - E SCALE QUANTITY THUS 5 STOREFRONTS 1 /2" = 1'-0" 1 PAGE NO. SYSTEM ARCH. REF. QUANTITY OPP,, E14 ARCADIA AFG451T SERIES - 2" x 4 1/2" OCC A10.400 -- PAGE: M-26 T-02" R.O. (V.I.F.) 4 T-0" N.F.D. 4 2'-8" D.L.O. 2" 0 U- z cV (O N - U DETAIL NO TIT-; FRAME TYPE - F 6 I STOREFRONTS PAGE NO.1 SYSTEM E14 ' ARCADIA AFG451T SERIES - 2" x 4 1/2" SCALE 1 /2" = 1'-0"I 6 ARCH REF. IQVANTM OCC A10.404 -- • Scott J. Sanders, SE INC.kL • PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Seimic Drift Design Typ Elevation DEFL MAX f VERT MULLIi HORU MULLU GLAZ' f PROJECT:.3690 Montage Project Calcs Page: DR-1 9/28/2022 Dclear 1 Bp CIlDp INU � n -- U VERTICAL PIULLI ON GLAZING POCKET GLA55 51D6 BLCK GLA55 BITE EDGE CLEARANCE ASCE 7-16, Chapter 13 Section 13.5.9 Determining Drift Capacity of Curtain Wall System using Bouwkamp's Equation Building Design Displacement = 2.00% per ASCE7-16 Table 12.12-1 omax =%xHp= 2.34 in Hp = 117 Bp = 48 C1 = 1/2 C2 = 1/2 Dclearprov'd=2*C1(1+hp*c2/bpc1)= Dclear req'd = 1.25* Amax = in Height of rectangular Glass Lite in Width of rectangular Glass Lite in Clearance (gap) Between Vertical edges and the Frame in Clearance (gap) Between Horizontal edges and the Frame 3.4375 inches per ASCE 7-16, Section 13.5.9 2.925 inches Dclear prov'd = 3.44 inches > Dclear req'd = 2.925 inches Glass Lite and Curtain Wall Mullions can Accommodate building Drift w/o Glass Fallout �9ma�` enN�F• PROJECT:.3690 M,-ge Prgecl C,1c Page:DL-1 9/28/2022 PROJECT: Exterior Storefront and Curtain Wall at Montage La Quints, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: Glazing Design Lite Dimension: Length = 94 P = 186.69 Ibs Lite Dimension: Height 44 in a = 11.75 in, setting block spacing Lite Weight = 6.5 psf E = 10700000 1= 1.4071n"4 L= 94in ADelta = Pa124EI (3L"2-4a"2) = 0.1576 inches <118" or 0.125" (61012 Elev Section Name Ixx in"4 Glass: Height, in Len th, in Lite Weight psf P, total Load Ibs a = Lt/8 inches E ADelta = Pa/24EI (3L-2-4a-2) = inches Amax = 1/8" inches Results of Section Reaction Ibs ELEV 1IE7 OPG1910 1.407 44 94 6.5 186.69 11.75 10700000 0.197584583 0.125 NO GOOD 93.35 TVP OPG1900 0.753 44 94 6.5 186.69 11.75 10700000 0.294450874 0.125 NO GOOD 93.35 ELEV 1/E7 OPG1910+STEEL 1.987 44 94 6.5 186.69 11.75 10700000 0.111586064 0.125 GOOD 93.35 ELEV 2/E10 OPG1910+STEEL 3.6685 42 108 6.5 204.75 13.5 10700000 0.100530889 0.125 GOOD 102.38 TVP OPG1900 0.753 70 48 6.5 151.67 6 10700000 0.031850169 0.125 GOOD 75.83 wnowaoie screw Boa mg rer vrn I.ex m niummum. Steel Plate: 1-112x4-1/2 I = 1.265 in-4 #12-14118'.-1/8" min thickness V= 490 Ibs ea; we have (2) at as connector; Vallowable = 980 Ibs >>> max load = 195 Ibs see above 114-20 1/8"-118" min thickness V= 550 lbs ea; we have (4) at T and L clips; Vallowable = 2200 Ibs >>> max load = 900 Ibs see above 114-20 1/8"-118" min thickness T= 245 lbs ea; 9" oc spacing at pressure plate; Vallowable = 326 lbs/ft> max Allowable load = 20 x 112x12 = 120 lbs/ft Tap Screw req'd edge distance: Pitch x 3 + 112 thread Diameter #12-14 EDGE DISTANCE 1114'3+112X0.216 = 0.32" 114-20 EDGE DISTANCE 1120'3+0.25/2 = 0.275" tj W LL _Z r 2 W N2 N 5 PAGE: CD-1 9/28/2022 3690 Montage Project Calcs PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: General Glazing Screw Connection Design: Dril-Flex 1/4-20 per ESR-3332 Pss, Shear = 2.617 ksi Pts, Tension = 4619 ksi Aluminum 6063-T6, Fy=25 ksi Allowable Shear Force: Edge Distance = 2d min = 0.5 in Allowable Bearing Force = 2Ft„Dt/f) = 1.25 kips Ftu = 30 ksi Ftu2 - 30 ksi D = 0.25 in tt = 0.25 in t2 = 0.25 in SF=Q 3 in Rn = 2617 Ibs per ESR-3332 R„/Q = 4.2 (t213D)11/2Fti2/Q = 2.63 kips Rn/1.25 Q = 0.70 kips MAX ALLOAWBLE SHEAR LOAD = 625 LBS EACH Allowable Tensile Force: R„/f) = KSDLeFty2/f) = 0.53 kips DW - 0.5 inches > 5/16 req'd Le = 0.25 In KS = 1.01 Fty2 = 25 ksi R„ I = Cp0„t1 Ftul(Dws-DO/f) = 0.8594 kips DWs - 0.625 inches Dh = 0.28125 inches CPo = 1 inches Rn = 4619 Ibs per ADM Table 5-1 R„ /1.25 0 = 1.23 kips MAX ALLOAWBLE TENSION LOAD = 530 LBS EACH PAGE: CD-2 9/28/2022 3690 Montage Project Calcs PROJECT: Exterior Storefront and Curtain Wall at Montage La Quinta, Conference Center and Share Services Center SilverRock Way, La Quinta, CA 92253 DESCRIPTION: General Glazing Screw Connection Design: Dril-Flex #10-16 per ESR-3332 Pss, Shear = 1.436 ksi Pts, Tension = 2.276 ksi Aluminum 6063-T6, Fy=25 ksi Allowable Shear Force: Edge Distance = 2d min = 0.38 in Allowable Bearing Force = 2Ft„Dt/f) = 0.475 kips Ftu = 30 ksi Ftu2 - 30 ksi D = 0.19 in tt = 0.125 in t2 = 0.125 in SF=Q 3 in Rn = 1463 Ibs per ESR-3332 R„/Q = 4.2 (t213D)11/2Fti2/Q = 0.81 kips Rn/1.25 Q = 0.39 kips MAX ALLOAWBLE SHEAR LOAD = 390 LBS EACH Allowable Tensile Force: R„/f) = KSDLeFty2/f) = 0.40 kips DW - 0.4 inches > 5/16 req'd Le = 0.25 In KS = 1.01 Fty2 = 25 ksi R„ I = Cp0„t1 Ftul(Dws-DO/f) = 0.3250 kips DWs - 0.4 inches Dh = 0.14 inches CPo = 1 inches Rn = 2276 Ibs per ADM Table 5-1 R„ /1.25 0 = 0.61 kips MAX ALLOAWBLE TENSION LOAD = 430 LBS EACH PAGE: A131-1 Hilti PROMS Engineering 3.0.80 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Feb 16, 2022 Date: 9/28/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [Ib, in.lb] KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) 418057 KH-EZ 3/8"xY hef,act = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 4/1/2022 1 12/1/2023 Design Method ACI 318-14 / Mech ---all�� • �► � � � ar a tt�l�l) cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar X Y Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 PAGE: AB1-2 Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Feb 16, 2022 Date: 9/28/2022 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 1,600; no 97 Mx = 0; My = 0; Mz = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PAGE: AB1-3 Hilti PROMS Engineering 3.0.80 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Feb 16, 2022 Date: 9/28/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / OV N Status Tension - - / - N/A Shear Pryout Strength 1,600 1,653 - / 97 OK Loading PN Pv t Utilization ON,V N Status Combined tension and shear loads N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 PAGE: AB1-4 Hilti PROMS Engineering 3.0.80 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Feb 16, 2022 Date: 9/28/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PAGE: AB2-1 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jan 27, 2022 Date: 4/1 /2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/8) - Item number: 418058 KH-EZ 3/8"x3 1/2" Effective embedment depth: hof,act - 1.540 in., hnom = 2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 1/1/2021 1 12/1/2021 Proof: Design Method ACI 318-14 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate : Ix x Iy x t = 7.000 in. x 6.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f,' = 2,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, it lb] `.' 0 I r�s- G° Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 1 PAGE: AB2-2 Hilti PROFIS Engineering 3.0.76 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: I Concrete - Jan 27, 2022 1.1 Design results Case Description 1 Combination 1 Page: Specifier: E-Mail: Date: 4/1/2022 Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] N = 0; Vx = 0; Vy = 2,010; no 89 Mx=0;My=0;Mz=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PAGE: AB2-3 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jan 27, 2022 Date: 4/1/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / [;v N Status Tension - - / - N/A Shear Pryout Strength 2,010 2,274 - / 89 OK Loading PN Pv t Utilization ON,V N Status Combined tension and shear loads N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Hilti PROMS Engineering 3.0.76 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jan 27, 2022 Date: 4/1/2022 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I— W W LL Z H w 2 z O J J LU W W LL Z F_ W z O J J arcadia 20 19 .8 17 1L ry 14 13 12 ro 9 8 7 6 5 A B C D E 3 4 5 5 7 8 MULLION SPACING IN FEET I = 8.381 IN' S = 2.516 IN' OPG1910 PAGE: C1-1 Windload Charts T500 (0PG1900) Series A = 16 P.S.F. (766 Pa) Description: 2 1/4" X 7" With 1/4" -1 1/8" Glass B = 20 P.S.F. (958 Pa) Function: Curtain Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 1 OF 5 I— W W LL Z H w 2 z O J J 23 22 21 20 19 1N 17 16 15 1, 13 12 I I 9 8 3 4 5 1 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and U240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/l75 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=6.400IN' S = 2.410 IN' A B C D E I— W W LL Z F_ W z O J J 23 22 21 27 19 11t 16 15 1� 13 12 1] 17 9 8 A B C D E A B C D E I = 17.852 IN' OPG1910 WITH STEEL REINFORCEMENT 1 7/8" X 4 5/8" X 10 GA. I = 14.149 IN' 3 4 5 5 7 6 3 4 5 6 7 8 MULLION SPACING IN FEET OPG1920 MULLION SPACING IN FEET OPG1920 WITH STEEL REINFORCEMENT 1 7/8" X 4 1/4" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG1900-WINDLOAD.pdf As of: 08/11/16 LU W W LL Z_ F_ W 2 z O J LU W W LL Z C7 w 2 z O J dia arC J A B C D E 3 1 5 5 7 8 MULLION SPACING IN FEET I = 11.575 IN' S=3.322IN3 OPG1911 PAGE: C1-2 Windload Charts T500 (0PG1900) Series A = 16 P.S.F. (766 Pa) Description: 2 1/4" X 7" With 1/4" -1 1/8" Glass B = 20 P.S.F. (958 Pa) Function: Curtain Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 2 OF 5 LU W W LL Z_ F_ W 2 z O J 25 21 23 22 21 to ,y 18 16 14 1:1 12 11 ,e 3 4 5 6 7 8 MULLION SPACING IN FEET A B C D E • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and U240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/l75 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I = 9.105 IN' S = 3.572 IN' A B C D E I— W W LL Z_ F_ C7 w 2 z O J 25 22 21 H 19 1K 16 1s 13 12 10 9 8 A B C D E I = 20.156 IN' OPG1911 WITH STEEL REINFORCEMENT 1 7/8" X 4 7/16" X 10 GA. I = 16.567 IN' 3 1 5 5 7 8 3 1 5 5 7 9 MULLION SPACING IN FEET OPG1922 MULLION SPACING IN FEET OPG1922 WITH STEEL REINFORCEMENT 1 7/8" X 4 3/16" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG1900-WINDLOAD.pdf As of: 08/11/16 LU W W LL Z_ H 2 W z O J J I— W W LL Z H 2 cD W 2 z O J J arcadia 20 19 is ,7 1G ,y 13 ±2 10 9 x 7 6 5 3 4 5 2 6 MULLION SPACING IN FEET PAGE: C1-3 Windload Charts T500 (0PG1900) Series A = 16 P.S.F. (766 Pa) Description: 21/4" X 7" With 1/4" -1 1/8" Glass B = 20 P.S.F. (958 Pa) Function: Curtain Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 3 OF 5 I = 7.362 IN S = 2.862 IN' LU W W LL Z_ H 2 W A B z O C J D E OPG1926 23 22 21 20 19 ±x 16 15 13 12 10 9 8 3 4 5 5 2 9 MULLION SPACING IN FEET A B C D E • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and U240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I = 5.845 IN' S = 2.250 IN' A B C D E I— W W LL Z H 2 W 2 z O J J t5 22 21 20 19 ,x 16 15 13 12 1a 9 8 A B C D E I = 15.111 IN' OPG1926 WITH STEEL REINFORCEMENT 1 7/8" X 4 1/4" X 10 GA. I = 13.049 IN' 3 4 5 5 7 9 3 4 5 5 2 6 MULLION SPACING IN FEET OPG-1935 MULLION SPACING IN FEET OPG-1935 WITH STEEL REINFORCEMENT 1 7/8" X 4 1 /8" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG1900-WINDLOAD.pdf As of: 08/11/16 H W W LL Z_ F— LU z 0 J J I— W W ILL. Z_ H w 2 z O J J arcadia E 3 4 5 C. 7 8 MULLION SPACING IN FEET I = 13.431 IN' S = 3.146 IN' OPG1945 PAGE: C1-4 Windload Charts T500 (OPG1900) Series A = 16 P.S.F. (766 Pa) Description: 21/4" X 7" With 1/4" -1 1/8" Glass B = 20 P.S.F. (958 Pa) Function: Curtain Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 4 OF 5 H W W Ll Z_ H 2 W z 0 J J 27 2G 25 2: 23 f7 21 20 19 'a �7 1G 2s 2L .3 •2 3 4 5 5 7 8 MULLION SPACING IN FEET n • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and U240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I = 8.942 IN' S = 2.674 IN' A B C D E I— W W ILL Z_ H w 2 z O J J 23 22 21 20 19 �x 17 16 15 ,L �3 12 N 8 B C D E A B C D E I = 27.666 IN' OPG1945 WITH STEEL REINFORCEMENT 2 1 /2" X 5" X 10 GA. I = 16.433 IN' 3 4 5 G 7 8 3 4 5 6 7 8 MULLION SPACING IN FEET OPG-170DEG MULLION SPACING IN FEET OPG-170DEG WITH STEEL REINFORCEMENT 1 1 /2" X 4 1 /2" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG1900-WINDLOAD.pdf As of: 08/11/16 H W W LL Z_ F— LU 2 z O J J arcadia A B C D E 3 s 5 C. 7 8 MULLION SPACING IN FEET I = 16.688 IN' S1= 2.349 IN' SZ 0.508 IN' OPG19701 / OPG19702 PAGE: C1-5 Windload Charts T500 (OPG1900) Series A = 16 P.S.F. (766 Pa) Description: 21/4" X 7" With 1/4" -1 1/8" Glass B = 20 P.S.F. (958 Pa) Function: Curtain Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 5 OF 5 H W W Ll Z_ H 2 c� w 2 z O J J 26 27 26 25 2. fs 22 21 2a �g �g 17 :G 15 .a •3 3 4 5 5 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. A B C D E I = 32.338 IN' OPG-19701 / OPG19702 WITH STEEL REINFORCEMENT 1 3/4" X 3 3/4" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG1900-WINDLOAD.pdf As of: 08/11/16 PAGE: C1-6 Deadload Charts T500 (OPG1900) Series Description: 2 1/4" X 7" With 1/4" - 1 1/8" Glass Function: Curtain Wall a r I a d i a Detail: Design Criteria Deadload Charts for 1" Insulated Glass (7.00 pso Scale: N.T.S. SHEET 1 OF 2 I = 0.753 IN' S=0.540IN' A B H W W LL Z_ 2 LL CO Q i I = 1.407 IN' S = 1.251 IN3 A �ZD-- =F71 B 4 5 _ 7' S 7 2 MULLION WIDTH IN FEET OPG1900 -1" GLASS MULLION WIDTH IN FEET OPG1910 - 1" GLASS CURVE REPRESENTATION 1111111 � 11 �+ 111111111 Illllllllllllllllllll Illlllll lllillllllll . 111111111111111111111 11111111I11111111111 111111IIL'111�11111111 Illllllllllll'1111111 111111111►1111 11111111111111111111 t l l l l l l 1111111111 IIIIIIIIIIIIIl111111 111111111111111�1111 i� 111�11111 111111111111►� 1111111111111 Illlllllllllllr•1111� Illli l l l III r` 11 111111111111111 11111111111111111: � � 111 � 1 1111111111111111111 � 11111111111111111111 11111111111111111111 A B A (- - - -) = 1 /8" PTS. B (—) = 1/4" PTS. I = 0.665 IN' S = 0.488 IN' OPG1927-V GLASS Illlllllllllllrlllll 11111111111111 i l l l l l Illlllllllldlll�11111 111111111111'lll�llll 1111111111111111!1111 11111111111111111 � I I IIIII11111111�IIIC11 1111111111111 [ � 11117 1111111111111 11 L1111 L 111111111111111 � � 111 11111111111111111111 111111111111111111 � 1 111111111111111111 � 11111111111111111111 11111111111111111111 11111111111111111111 Illlllllllllllllllll 11111111111111111111 B I = 1.398 IN' S = 1.243 IN3 OPG1920 - 1" GLASS FRAMING-ARCADIA-OPG1900-DEADLOAD.pdf As of: 08/08/16 PAGE: C1-7 Deadload Charts T500 (OPG1900) Series Description: 2 1/4" X 7" With 1/4" - 1 1/8" Glass Function: Curtain Wall a r I a d i a Detail: Design Criteria Deadload Charts for 1" Insulated Glass (7.00 psf) Scale: N.T.S. SHEET 2 OF 2 ~ 7 W W LL C'J 5 W 2 U Q 3 ~ 7 W W LL z i 2 � 5 W 2 Q 3 llllllllllllllllllll 11111111111111111111 11111111111111111111 11111111111111111111 1111111111111111iM 111111111111111111 � 11111111111111111111 11111111111111111111 A B A B I = 1.645 IN' S = 1.462 IN' OPG1922 -1" GLASS CURVE REPRESENTATION A (- - - -) = 1 /8" PTS. B (—) = 1/4" PTS. I = 0.663 IN' S = 0.435 IN q�7 OPG1978 -1" GLASS MEMEMEMEMEMEM11��r�■ 111111111111111111 11 111111111111111 �� 1111 Illlllllllllllll�111 1111111111111111 � � 11 111111111111111111 � 11111111111111111111 11111111111111111111 1111111111111 l l l l l l l 11111111111111111111 11111111111111111111 11111111111111111111 A B I = 1.624 IN' S = 1.444 IN3 OPG192275 - 1" GLASS FRAMING-ARCADIA-OPG1900-DEADLOAD.pdf As of: 08/08/16 LU W W LL Z_ H C� w z O J J I— W W LL Z_ F_ U w z O J J arcadia 3 4 5 5 7 8 MULLION SPACING IN FEET PAGE: C2-1 Windload Charts AF450 Series A = 16 P.S.F.(766 Pa) Description: 2" X 4 1/2" Offset Glazed For 1/4" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 1 OF 4 I = 3.074 IN' S =1.224 I N 3 LU W W LL A Z B ~ C _O D W E z O J J M0355 3 4 5 5 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=5.355IN' S = 2.228 IN' A B C D E I— W W LL Z_ U w z O J J 17 16 16 11 ,a 9 8 7 S 4 3 A B C D E A B C D E I = 6.575 IN' _JJ M0355 WITH STEEL REINFORCEMENT 1 5/8" X 3 3/16" X 10 GA. I = 8.369 IN' 3 4 5 5 7 8 3 4 5 5 7 8 MULLION SPACING IN FEET M0358 MULLION SPACING IN FEET M0358 WITH STEEL REINFORCEMENT 1 5/8" X 3" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AF450-WINDLOAD.pdf As of: 08/08/16 LU W W LL z_ H C7 w z O J J arcadia 15 �3 12 11 ]❑ 8 7 s 9 3 2 1 0 A B C D E 3 4 5 5 7 8 MULLION SPACING IN FEET I = 1.651 IN' S = 0.866 IN' SM455 PAGE: C2-2 Windload Charts AF450 Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1/4" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 2 OF 4 LU W W LL z_ 2 C� w 2 z O J J 15 .3 12 11 9 8 7 s 4 3 2 1 0 3 4 5 5 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/l75 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I = 3.720 IN' S = 2.011 IN 3 A B C D E LU W W L.L pnd F— c� w z O J J A B C D E A B C D E I = 4.378 IN' SM455 WITH STEEL REINFORCEMENT 1 5/8" X 2 7/8" X 10 GA. I = 6.188 IN' 3 4 5 5 7 6 3 4 5 5 7 g MULLION SPACING IN FEET SM458 MULLION SPACING IN FEET SM458 WITH STEEL REINFORCEMENT 1 5/8" X 2 3/4" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AF450-WINDLOAD.pdf As of: 08/08/16 LU W W LL Z_ F_ 2 C7 w z O J J I— W W LL Z_ H C7 w z O J J arcadia A B C D E I = 6.975 IN' S=2.853IN3 3 4 5 5 7 8 MULLION SPACING IN FEET M04355 PAGE: C2-3 Windload Charts AF450 Series A = 16 P.S.F.(766 Pa) Description: 2" X 4 1/2" Offset Glazed For 1/4" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 3 OF 4 3 4 5 5 7 8 MULLION SPACING IN FEET A B C D • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=2.663IN' S =1.231 IN' A B C D E I— W W W i H C7 w z O J J 17 16 16 ,7 11 9 8 7 s 4 3 E A B C D E I = 5.901 IN' S=1.852IN3 ICOC400 I = 5.648 IN' 3 4 5 5 7 8 3 4 5 5 7 8 MULLION SPACING IN FEET ICOC135 MULLION SPACING IN FEET ICOC135 WITH STEEL REINFORCEMENT 1 11/16" X 2 15/16" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AF450-WINDLOAD.pdf As of: 08/08/16 LU W W LL Z_ H w z O J J I— W W LL Z_ F_ 2 U w 2 z O J J arcadia A B C D E 3 4 5 5 7 8 MULLION SPACING IN FEET I = 1.592 IN' S = 0.849 IN' M0390B PAGE: C2-4 Windload Charts AF450 Series A = 16 P.S.F.(766 Pa) Description: 2" X 4 1/2" Offset Glazed For 1/4" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 4 OF 4 3 4 5 5 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. A B C D E 3 4 5 5 7 8 MULLION SPACING IN FEET Ix = 5.608 IN' ly = 5.568 IN' OC356 / OC357 A B C D E I = 5.380 IN' M0390B WITH STEEL REINFORCEMENT 1 5/8" X 2 15/16" X 6 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AF450-WINDLOAD.pdf As of: 08/08/16 PAGE: C2-5 Deadload Charts AF450 Series Description: 2" X 4 1/2" Offset Glazed For 1/4" Glass Function: Storefront a r I a d i a Detail: Design Criteria Deadload Charts for 1/4" Glass (3.25 PSF) Scale: N.T.S. SHEET 1 OF 1 IIIIIIIIIIIIIl111C�1 1111111111111111111 � 11111111111111111111 11111111111111111111 1111111111111l►111C1 1111111111111111: ! 11 1111111111111 l 11111 i 11111111111111111111 A B A B I = 0.354 IN' S = 0.277 IN' F— LU w LL z_ F— S U' W S U) Q � 3 HM348 - 1/4" GLASS CURVE REPRESENTATION A (- - - -) = 1 /8" PTS. B (—) = 1/4" PTS. I = 0.209 IN' S = 0.149 IN HM453 -1/4" GLASS IIIIIIIIIIIIffiRiN Illlllllllllllllli!1 11111111111111111111 11111111111111111111 A B I = 0.240 IN' S = 0.163 IN3 HM345 - 1/4" GLASS FRAM ING-ARCADIA-AF450-DEADLOAD. pdf As of: 08/08/16 LU W W LL Z_ H w 2 z 0 J I— W W LL Z_ H C� w z O J J arcadia 3 4 5 5 7 8 MULLION SPACING IN FEET PAGE; C3-1 Windload Charts AFG451T Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 1 OF 5 I = 2.951 IN' S =1.275 IN' LU W W LL Z_ H LD w A = B z C J D E TB251 3 4 5 5 7 8 MULLION SPACING IN FEET A B C D E • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. A B C D E I = 1.526 IN' S =1.055 IN' Li I— W W LL Z_ H CD w z 0 J J A B C D E I = 5.161 IN' TB251 WITH STEEL REINFORCEMENT 1 3/8" X 2 3/8" X 1 /4" I = 2.818 IN' 3 4 5 5 7 8 3 4 5 5 7 8 MULLION SPACING IN FEET TB555 MULLION SPACING IN FEET TB555 WITH STEEL REINFORCEMENT 1 1 /4" X 2" X 1 /4" Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451T-WINDLOAD.pdf As of: 08/08/16 LU W W LL Z_ H 2 W z O J I— W W LL z_ C� W z O J J arcadia A B C D E 3 4 S 7 8 MULLION SPACING IN FEET I = 2.679 IN' S,=0.977IN3 Sz 0.118IN3 TB557/TB205 PAGE; C3-2 Windload Charts AFG451T Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F.(1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 2 OF 5 LU W W LL Z_ H 2 W z J 3 4 S 1 7 8 MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=2.706IN' S =1.112 IN' A B C D E A B C D E A B C D E I = 5.061 IN' TB557 / TB205 WITH STEEL REINFORCEMENT 1 3/8" X 2 7/16" X 1/4" I = 3.701 IN' 0 3 4 5 5 7 8 3 4 5 5 7 8 MULLION SPACING IN FEET TB265 MULLION SPACING IN FEET TB555 WITH STEEL REINFORCEMENT 1 1/4" X 1 15/16" Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451T-WINDLOAD.pdf As of: 08/08/16 I— LA_I L LJ L.L Z _ C7 w _ z O J c� G PAGE; C3-3 Windload Charts AFG451T Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) a r q q D = 30 P.S.F. (1436 Pa) Detail- Design Criteria E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 3 OF 5 I = 5.149 IN' S,= 2.189 IN' Sz 0.118 IN 3 I— LA_I LU LL Z A C=7 B = C z D �. O E MISSI - N= MULLION SPACING IN FEET TB558/TB205 A B C D E • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=12.967 IN' -ESE OEM MENEM m1■mm=1= ememommm CMM=::I::N 11!_®:1=MO I = 6.469 IN' TB558/TB205 WITH STEEL REINFORCEMENT 1 3/8" X 2 1 /4" X 10 GA. MULLION SPACING IN FEET TB558 / TB205 WITH STEEL REINFORCEMENT 1 " X 2 1 /4" Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451T-WINDLOAD.pdf As of: 01/29/18 LU W W W z_ F_ C7 w z O J J I— W W LL Z_ H C7 w z O J J arcadia 3 4 5 5 7 8 MULLION SPACING IN FEET PAGE; C3-4 Windload Charts AFG451T Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 4 OF 5 I = 2.915 IN' S =1.264 I N 3 LU W W W z A F_ B = C D W E z J J TBD251 3 4 5 5 7 g MULLION SPACING IN FEET • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I=2.857IN' S =1.215 IN' A B c D E I— W W L.L Z_ H CD w z O J J A B C D E A B C D E I = 4.293 IN' CE TBD251 WITH STEEL REINFORCEMENT 1 1 /4" X 2 3/8" X 10 GA. I = 2.818 IN' 3 4 5 5 7 6 3 4 5 5 7 g MULLION SPACING IN FEET TB266 MULLION SPACING IN FEET TB266 WITH STEEL REINFORCEMENT 1 1 /2" X 2 3/8" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451T-WINDLOAD.pdf As of: 08/08/16 LU W W U_ Z_ H 2 C� w z 0 J J arcadia A B C D E 3 5 7 9 -- MULLION SPACING IN FEET I = 2.771 IN 4 S =1.118 IN' TBD265 PAGE; C3-5 Windload Charts AFG451T Series A = 16 P.S.F. (766 Pa) Description: 2" X 41/2" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Storefront C = 25 P.S.F. (1197 Pa) Detail: Design Criteria D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 5 OF 5 • Mullions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent lateral -torsional buckling. All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mullions shall be in accordance with AAMA TIR-Al1 of L/175 for spans up to 13'-6" and L/240 + 1/4" for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than H/175 or 3/4", whichever is less, where H indicates the height of glass. • For mullions containing steel reinforcement, the reinforcement is assumed to be installed for the full length of the mullion. A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Windload pressure determinations shall be per ASCE 7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG451T-WINDLOAD.pdf As of: 08/08/16 PAGE; C3-6 Deadload Charts AFG451T Series Description: 2" X 4 1/2" Offset Glazed For 1" Glass Function: Storefront a r I a d i a Detail: Design Criteria Deadload Charts for 1" Glass (7.00 PSF) Scale: N.T.S. SHEET 1 OF 2 2 i MULLION WIDTH IN FEET A B ' IIU11111111111111111 111' 1 J 111111111111111 111 � [' 111111111111111 . 111.11111111111111111 111111�1111111[IIIIII 111 � 11� 11111111111111 1111111111111 [III I I I IIIIl111a111111[IIIIII Illll'i1111111I111111 Illllllrlllll[IIIIII II III1111i111111111111 11111111111111111111 Illllll�llllll[IIIIII 1111111►11cIIIIIIIII Illllllllllal[IIIIII 111111111111►1111111 1111111111►111:11111 Illlllllllll:lli:111 Illllllllllllli:!!1� IIIII111111111111111 = I = 0.320 IN' S = 0.233 IN' LU w w w z_ a S U' w S c CO Q TB427 - 1" GLASS CURVE REPRESENTATION A (- - - -) = 1 /8" PTS. B (—) = 1 /4" PTS. I = 0.232 IN' S = 0.164 IN TBD435 - 1" GLASS 1111111111�111��1111 111111111111��11C�11 11111111111111�:!41� 11111111111111111111 • A B I = 0.229 IN' S = 0.161 IN3 TB436 -1" GLASS FRAM ING-ARCADIA-AFG451T-DEADLOAD. pdf As of: 08/10/16 PAGE; C3-7 Deadload Charts AFG451T Series Description: 2" X 4 1/2" Offset Glazed For 1" Glass Function: Storefront a r I a d i a Detail: Design Criteria Deadload Charts for 1" Glass (7.00 PSF) Scale: N.T.S. SHEET 2 OF 2 iiiiiliiiiiiit.W5 1111111111111111: ! 11 Illllllllll mbilli 11111111111111111111 A B I = 0.421 IN' S = 0.373 IN' .-J TB557 - 1" GLASS CURVE REPRESENTATION A (- - - -) = 1 /8" PTS. B (—) = 1 /4" PTS. MEMEMEMBEENIVE IIIII11i111L11111111 11111111011111111111 mono MOBOMMIMMOMM Illllllll�lllillllll 11111111111111' 111111 Illllllllll'IIILIIIII IIIII1111111111i11111 Illlllllllllllli�lll 1111111111111 � 111'►11 11111111111111►111 i 1111111111111111:111 Illllllllllllllllli! Illlllllllllllllllll 11111111111111111111 u •► I I k, A B I = 0.596 IN' S = 0.515 IN' M7 TB558 -1" GLASS FRAM ING-ARCADIA-AFG451T-DEADLOAD. pdf As of: 08/10/16 FITS WITH PART# 2.000 if SYM ACTUAL SIZE -ALL OUTSIDE SURFACES EXPOSED - Area: 1.5600 Perimeter: 31.1485 Bounding box: X:—3.0000 -- 3.0000 Y:—1.0000 -- 1.0000 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 1.1812 Y: 6.7331 Product of inertia: XY: 0.0000 Radii of gyration: X: 0.8701 Y: 2.0775 Principal moments and X—Y directions about centroid: I: 1.1812 along [1.0000 0.0000] J: 6.7331 along [0.0000 1.0000] UNSPECIFIED WALL THICKNESS = XX 1/2 Standard Commercial Tolerances Apply Unless Noted Otherwise. Break sharp comers .010 R. Unless Noted Otherwise. FRONTIER ID. MARK: TWO .010 X .100 APART i SCALE 1 i 2, rcad ico 1O a IArL SPEC. ALUM./6063—T5 PART NUMBER 'GALE T 6 0 0 AS NOTED 'ART NAME A. BASIS OF DESIGN: 1. THE STRUGTURAL DE516N HAS BEEN PERFORMED IN AGC,ORDANGE WITH THE 2016 CALIFORNIA BUILDING GODE (CBC). 2. DEAD LOAIDS USED IN THE DE516N INCLUDE THE FIRE SPRINKLERS SYSTEM, 3, LIVE LOAIDS (MAY BE REDUGED IN AGGORDANCE WITH THE BUILDING CODE) ROOF ROOF MEGHANIGAL AREA ROOF SOLAR ZONE 4, SEISMIC, DESIGN DATA — GENERAL MAPPED SPECTRAL ACCELERATION MAPPED SPEGTRAL AGCELERATION 51TE GLASS 51TE GOEFFIGIENT 51TE GOEFFIGIENT DESIGN SPECTRAL AGGELERATION DESIGN SPEGTRAL AGGELERATION SEISMIC, DE516N GATE6ORY PARTITION LOADING AT ROOFS ANALY515 PROCEDURE USED 20 p5f 60 p5f 20 p5f 5s = 1.500 5 i = 0.645 D Fa = 1.0 Fv = 1.5 Sc)s = 1.000 SDI = 0.645 D 5 p5f EaUIV LATERAL FORGE 5. SEISMIC, DE516N DATA — HOTEL LOBBY BUILDING (H1) RISK GATE6ORY SEISMIC, IMPORTANCE FACTOR SEISMIC, FORGE RE515TIN6 SYSTEM RESPONSE MODIFICATION FACTOR SYSTEM OVERSTREN(5TH FACTOR DEFLEGTION AMPLIFIGATION FACTOR REDUNDANCY FACTOR SEISMIC, RESPONSE COEFFICIENT DE516N BASE SHEAR III IF- = 1.25 WOOD STRUCTURAL R=6.5 Q 3.0 Ga = 4.0 p = 1.0 Gs = 0.1Q2 V = 136.5K 6, SEISMIC, DE516N DATA — SPA BUILDING (H5) R15K CATEGORY SEISMIC, IMPORTANCE FACTOR SEISMIC, FORGE RE515TIN6 SYSTEM RESPONSE MODIFIGATION FACTOR SYSTEM OVERSTREN&TH FACTOR DEFLEGTION AMPLIFIGATION FACTOR REDUNDANCY FACTOR SEISMIC, RESPONSE GOEFFIGIENT DESIGN BASE SHEAR (WEST BLD6) DESIGN BASE SHEAR (EAST BLD6) 11 IF- = 1.00 WOOD STRUCTURAL R=6.5 Q 3.0 C, 4.0 p = 1.0 Gs = 0.154 V = 16.1K V = 6i.1K PANELS PANELS 7. SEISMIC, DESIGN DATA — AGGE55ORY BUILDINC65 RISK GA7E60RY SEISMIC IMPORTANGE FAGTOR SEISMIC, FORGE RESISTING SYSTEM RESPONSE MODIFIGATION FAGTOR SYSTEM OVER57REN67H FAGTOR DEFLECTION AMPLIFIGATION FAGTOR REDUNDANGY FAGTOR 5EI5MIG RESPONSE GOEFFIGIENT DESIGN BASE SHEAR — POOL BAR DESIGN BASE SHEAR — POOL EQUIPMENT 5. WIND DESIGN DATA — GENERAL EXPOSURE GATE6ORY ENGLO5URE GATEGORY GUST $ INTERNAL PRESSURE GOEFF D I REGTI ONALI TY FAGTOR TOPO(5RAPH IG FAGTOR 11 IE: = 1.00 WOOD STRUGTURAL R 52=3.0 Ga = 4.0 p = 1.0 Gs = 0.154 V 7.qK V = 10.8K G ENGLOSED GGPi = 0.15 Ka = 0.85 Kzt = 1.00 9. WIND DESIGN DATA — HOTEL LOBBY BUILDING (H1) RISK GA7E60RY III 5A51G WIND SPEED Y = 115 mph 10. WIND DESIGN DATA — SPA BUILDING (HS) RISK GA7E60RY II BASIC WIND SPEED V = 110 mph 11. WIND DESIGN DATA — AGGE55ORY BUILDINGS RISK CATEGORY II BASIG WIND SPEED V = 110 mph PANELS