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HomeMy WebLinkAboutREVISION 1-26-18B Lder/C ntractor Responsibilities Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of ail changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (April 2010 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. B uiyld'ng Erection - The Builder/Contractor is responsible for all erection of the steel and associated work In compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and Installed by the erector (April 2010 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and piars for other trades, the Metal Building plans will govern. (April 2010 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are Intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for.specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads Imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) BUILDING DESCRIPTIONS Building ID Width Len th Hei ht Slo e Building A 1 80'-0 1 104'-0 1 15'-0 1 J:12 _ 0 TO 9/16" 1 1/4" F.T. Over 9/16" TO 1 1/16" 1 3/4" F.T. Over 1 1/16" TO 1 5/16" 2- Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3, NOTED OM ERECTION DRAWINGS A325 BOLT GRIP TABLE NOTE: FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH WITH THE FACE OF THE NUT. WASHER REQUIRED ONLY WHEN SPECIFIED. WASHER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCATIONS NOTED ON ERECTION DRAWING: ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. �t ten' Ceco Building systems M NCI Company eWiMERII eECYON EASM ,PtT2M M101%'SrERN Rn P.O. A9N 811 RA DR Y P.i >P 14W NKwwq> 4.6 IYGPIN IW RED w% R2Al a .IDS NORTH IRIS SRKEr L�Y.UMBUA MS 39i06 ROCKY MWNT, NC T, MOUNT P(£Ws& IA ST84I ETm nEWf56ENra nYE nVc Fk10 nEPRESFJJran4E` mad RRFESEEITP nL£ IOU KMOMr EARL COODE LE(w KILfl1N (60) 84,f..6W3 (25�) Mr-rA3T Qi RANDALL M1Dr4N3 (sa) zr>-bT1 (233) wr-16.h nX OUESn W ASSSrANCE CONCRNIND Y CEW BU40wA PLEASE CALL MR nsoD sERNCES REPRESRTANW ENGINEERING DESIGN CRITERIA But Lding Code .... ,,,. 2014 Flor do Building Code Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Super Imposed .... ... 2,70 psf Collateral .. 4,00 psf (1, 00 psf Acouet l cal Cel(, ng 3.00 ppsf Other) Roof Llve Load .., ,. .. ,. 20,00 psf reduction allowed Wind Ultimate Wind Speed (Vint) ... 160,00 mph Nominal Wind Speed (Vasd) .... 123 mph (IBC section 1609,3,1) Serviceability Wind Speed ,,.. 87 mph Wind Exposure Categgoryy B Internal Pressure Coef (GCp I) 0,18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 6.67' of corner) 42.14 psf pressure -56.19 psf suction Other Areas 42.14 psf pressure -45,66 psf suction These values are the maximum values required based on a 10 so ft area, Components with larger areas may have tower wind toads, Special Loads 750 Los family dollar sign weight DEFLECTION CRITERIA The material supplied by the manufacturer has been designed with the following minimum deflectlon criteria. The actual deflectlon may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS,_, Ell Ceiling Type I Acoustical or Other Roof Limits Rafters Purllns Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serveceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 100 Snow H/ 100 Se,rvI ceabl li ty Wl not H/ 100 Seismic Drift H/ 67 67 Service -Level Crane H/ 100 Portal Service Wind H/ N/A 100 Total Gravity H/ 100 Service Seismic H/ 100 100 Watt Limits Limit Total Wind Panels L/ 240 Total Wind Glrts L/ 240 Total Wind EW Columns L/ 240 The Service Seismic Limit as shown here is at service level loads, SUBMITTAL REVIEW REVIEWED ❑ REVISE AND RESUBMIT REVIEWED AS NOTED ❑ SUBMIT SPECIFIED ITEM REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION IN THE CONTRACT ACTION SOWN ABOVEIS SUBJECT TO THE REQUIREMENTS OF THE PLACNS ANDPECIFICAnONSHCONTRACTO�R IS RESPONSIBLE FOR: DIMENSIONS WHICH SHALL BE FABRICATED AND CORRELATED AT THE JOB SITE; FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION; COORDINATION OF HIS WORK WITH THAT Of ALL OTHER TRADES; AND THE SATISFACTORY PERFORMANCE OF HIS WORK. p PROJECT NA A.a i,E LIS PROJECT# gy DA7E �1I/I/./ • I SCANNED StLude t►* Drawing Index Quality Metal Building Systems From Your Construction ProfesslonAle F1 Anchor Rod MBMA FM F2 Anchor Rod Details l�rAI2C RPFlRDVED wwus•.rms,�MM F3. Reaction Drawings ,.HVA ufMsa MS IttaM26 PBR. Da/B!E-Ld( SUPERLDK, LS-.M AR . 7.2 IL-PL.NK, ' M >z msut-Rle (Ul ) SANTA n.urc, smurt6, E1 Cover Sheet MIAMMNaE `J eANiA £E ARpl. FlA)) ROOF srsmxs E2 Primary Steel Mi. PLEA51Nt OAMAP, PBR. Pal/ ICKSE`AM lows MAP, Pan,W B OE BA MAW l5 6Ar2MaArno&-Lar, w.neA-CEw E3 Roof Framing aWBLE-LAY. SUPFRLDIr ef OR!, NS, SI/PERI >a PANEL E4 Top R Bottom Bracing ILE ES Root Sheeting E6-E7 Sidewalla PROJECT NOTFCOPY ES-E9 Endwalls E10 Skew Wall Material properties of steel bar, pplate, and sheet used in the fabrication Ell Special Details of built-up structural framing members conform to ASTM A529, ASTM A572, E12-E15 Main Frame. Cross Sections ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ks 1. E16 Connection Detail Mater l al propert Les of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksl, Hot rolled angles, other than flange braces, conform to ASTM 36 minimum, pHollow structural shapes conform to ASTM A500 grade B, minimum yield R1-R3 Erection Guides pint Materlas properties ofucoldnd Sformednd 4 light fggage or rsteel 9members ular Sconform to R4-R14 Construction Drawings the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 R15 Trim Profiles Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksl, For Canada, material properties conform to CAN/CSA G40.20/G40,21 or equivalent, All bolted joints with A325 Type 1 bolts are specified as snug -tightened $ ti F St tU t Joints USIn 0 .Q. m O O Joints in accordance with the peclflca on or ruc ra g ASTM A325 or A490 Botts, December 31, 2009, Pre -tensioning methods, S Including turn -of -nut, calibrated wrench, twist -off -type tension -control -Indicator NOT required, nstallat Pon 8 °1 bolts or direct -tension are Inspection requirements for Snug Tight Bolts (Specification for °' R Structural Joints Section 9,1) is suggested,Ica Design criteria as noted is as given within order documents and, Is app iled 3 G z o In general accordance with the applicable provislons of the modl code the bultding p w and/or specification Indicated. Neither metal manufacturer a y m nor the certifying engineer declares or attests that the loads as for REV�`jW 5 . a designated are proper for local provisions that may appply or site the builder, Q specific parameters, The design criteria Is supplied by Architect and/or Engineer of Record for the overall 8 1 Y project owner, or an U L construction project. 2Np o w II�� ❑ This metal build Ing system is designed as enclosed. All exterior y ID components (I, e, doors, w ndows, vents, etc,) must be designed to the fled wind loading for the design of components ° r ¢ a withstand spell and cladding In accordance with the gpec ified but ding code. ¢ N o Doors are to be closed when a maximum of 50% of design wind 4 wrn w velocity Is reached, Framed openings, walk doors, and open areas shalt be located In I V) I I � a the bay and elevation as shown In the erection drawings, The cutting or removal of girts shown on the .erection drawings due to the addition of framed openings, walk doors, or open areas not shown may Mold the design certiflcat Ions supplied by the metal ST LU/�, bu I ld I ng manufacturer. CIE �CQLiN 'P`Rz ISTR,ICT FIRE Roof and wall panels have been designed In accordance with Code, Fifth Edition (2014). MAki3ix�,1 ( �'I section 2222.4 of the Florida Building Product approval numbers for the State of Florida, Department of Product Rule 98-7& REVRWED t. w/►!t> ux - Community Affalrs per 1, Pane l Wa L Ls EI� RzVMVV&U FL11917 26 gauge AVP panel FL11917 PBR 22, 24, 26 and 29 gauge walls is Tj�7ti•I� ---ter- -�^wi+ FL11917 24 gauge ShadowRib FL16377 IMP CF Wall Panel 6�+#9911 FL16377 LS-36 IMP Wall Panel 2. Roofingg Products / FL11819 Batteni-ok HS 22 and 24 gauge roofs, 12' and 16' wide f FL11819 Doublel-ok 22 and 24 gauge roofs, 12', 18' and 24' wide FL11819 Superl-ok 22 and 24 gauge roofs, 12' and 16' wide FL11819 UttraDek 22 and 24 gauge roofs, 121, IS' and 24' wide FL11868 PBR 22, 24, and 26 gauge roofs FL11868 PBU 26 gauge roofs FL77666 CFR36MPIMP roof pl ol of panee(42' max width, 24/26 min.Ga,) THESE PLANS AND ALL PROPOSED This .lobs i to is located in a hurricane prone region with wind speeds WOW( ARE SUBJECT TO ANY CORRECTIONS of 130 mph or greater, In order to .maintain the enclosed doors, windows and wall _ REQUIRED classification and deslgn for wind all BY Fir I ;LD INSPECTORS mounted light transm I tt I ng panels ( LTP) provided by .the metal by The r�r, C THAT buildingmanufacturer shall be protected Impact resistant coverings, to structural wood , . 1Y BE NECESSA !�YIhi ONDZM material may include but is .not Limited code panels as b the local bulldln code. The customer's _ TO �r D ' 11 H `�r L� WITH H ALL ALDP r' Po Tess l one 1, not metal bu l l d i ng manufacturer eng i neer, I s Professional, UCABLE COVESt. v✓G °A• responsible for determining the adequacy of material acting as the Impact resistant covering by others and attachment to the material provided by the metal bultding manufacturer. This structure has not been designed to withstand the additional Internal pressure required by Code as. a partially enclosed condition In the absence of impact resistant coverings, X-Bracing is to be Installed to a taut condition with all slack 1 "� removed. Do not tighten beyond this state, Tom/ 711 0326 Using 8 x 8 gutter with 6 x 6 downspouts, the roof drainage system has been designed using the method outlined In the MBMA ST. LUCIE COUNTY Metal Building Systems Manual. Downspout locations have not been BUILDING DIVISION located on these drawings, The downspouts are to be placed on REVIEWED the building sidewalCs at a spacing not to exceed 40,0 feet with the first downspout from both ends of the gutter run within FOR COMP 2,0 feet of the end. Downspout spacing that does not exceed the REVIEWED BY maximum spacing will be In compliance with the build Ing code. The gutter and downspout system as provided by the manufacturer DATE <3 is designed to accommodate 11 in/hr rainfall Intensity, PLANS AND PER T The deslgn collateral load has been uniformly applied to the MUST BE KEPTO T ON OB OR design of the but ld lag. Hanging loads are to be attached to the NO INSPECTION WIL BE MADE purlln web. This may not be appropriate for heavily concentrated Loads. .Any attached load In excess of 150 pounds shall be accounted for by special design performed by a licensed eng sneer using concentrated loads and may require separate support members within the roof system. P. F o 0 E ¢ ryryyyI o �1 UpM1:1 El O � U om-1 U 2 U Y} Z r �¢,z 00 Now>wo III a Eo=wa ,c `m U ,rJ orw 3 U ¢No3 1O Scale: NOT TO SCALE Drawn by. RB 11/13/17 Checked by Roy 11/29/17 Project Engineer GL Job Number., 16-B-20906-1 Sheet Number: E1 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein, Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. �` • No. 6"21 * 1 W �.9 gTATE OF :W= yt s ` IL • Mu • AW • • Mc • I i M� • l d Weathertightness Warranty Qualifications 1. All roof penetrations (Pipes, Lighting Rods, Etc.) are excluded from the Weathertightness Warranty without prior approval by Weathertightness Department. Pipe penetrations must be flashed with EPDM rubber boot jacks and approved by NCI to be included in the Wf W. 2. Snow Guards and Solar Collector attachment is excluded from the Weathertightness Warranty without prior written approval, and must be an aluminum or stainless steel non -piercing clamp type mechanism. 3. Light Transmitting Panels are excluded from the Weathertightness Warranty. 4. Ridge ventilators are excluded from the Weathertightness Warranty. 5. Built up roof areas or tie-ins are excluded from the Weathertightness Warranty. 6. Internal gutters are excluded from the Weathertightness Warranty without prior approval by Weathertightness Department. 7. Turn -down facades are excluded from the Weathertightness Warranty. 8. Parapet cap, backer panels and counter flashing are excluded from the Weathertightness Warranty. 9. Roof curbs must be fully welded 5052-1-132 aluminum 0,080 minimum or stainless steel and be pre -approved by NCI to be included in the Weathertightness Warranty. 10. A Standard -III Weathertightness Warranty requires a NCI certified roof installer on the roof during installation of the entire roof system. 11. A Single Source Weathertightness Warranty requires a NCI certified roof installer on the roof during installation of the entire roof system. Inspections by NCI are required at start-up, mid -point and final. The Builder / Installer is responsible to request roof inspections a minimum of (2) weeks in advance. 12. Non-compliance with warranty requirements can result in NCI's inability to issue a Weathertightness Warranty. KEY PLAN ;WA (H.S.) 4 a— a 8— a— u U to or o CP CP C C N 0 m a CD6Z CD4Am WSX18 I W8X18 I cLLi I I I xa I NK I I I CD5A I ml aml I I I I al 1 CD W8X18 I � I � I � I I WSX1818 I I I I I I CPP38 I 1 I CPP3B I I CPP3A I P010.79 P010.79 P010.79 o m mX I CD6A CD4Z WSX18 W8X18 I I I m m I I I m1 a I i CD7A W8X18 I I m CD3Z WBX18 XQ 1 1 , 1 3 I I AG/ o x I Im a m la N m aN �. CD8A Lei U U Y W8X1a H 0 g � N y z 140 Z o � w ❑ � �aNO W � U N ❑ ❑ U O�� U 2 m� UYr Oz III¢ �0M�=a Scale: NOT TO SCALE Drawn by RB 11/13/17 Checked by. Roy 11/29/17 Project Engineer.- OIL Job Number., 16—B-20906-1 Sheet Number: E2 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. CU12A W H A PARAPET PARAPET PARAPET COLUMN COLUMN COLUMN 1.5 FILE CUPY IIQ IHI/ �� PRIMARY STEEL LOCATION PLAN e��+ •�i F l••., kNo. 6"21 �,y:r• ,k :cc $O • � STA TR OF • v/ �i�lQ'.' AL n. s O P•'i1.�:.elZ .;,•_ a; 8' KEY PLAN RW 14'— I I I I I I TOP AND BOTTOM BRACING SEE DETAIL SHEETS TBA02001 THRU TBA02004 We Cp i ANULc crNcuN (40) SA10 LOCATIONS m 0 4 (68) SA10 I. N � h mSti c ao u 2 , U 2 3 d¢WIJi . E 0zw y z°oW ❑ �J¢a om—w vJ� a4 j a z m o o a ep M ❑ ❑ V OmJ U 2 OY} w C �¢ixZ dNOWm¢o I- �Z>JO J ,C m ONNN 3 U QNUJ O Scale: NOT TO SCALE Drawn by R8 11/13/17 Checked br Roy 11/29/17 Project Engineer.- GL Job Number: 16-8-20906-1 Sheet Number.' E4 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. No.678*1 -cc Z 0 STATE OF 'N"sI NAL 0%0 ,�. 7VK R t, UL � e yY • • i • • J • Using 8 x 8 gutter with 6 x 6 downspouts, the roof drainage system has been designed using the method outlined In the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 40.0 feet with the first downspout from both ends of the gutter run within 2.0 feet of the end. Downspout spacing that does not exceed the maximum spacing will be In compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate it in/hr rainfall Intensity. 5 DOW SPOUTS 2'-0 EVENLY SPACED 4" ANGLE SPACE F898-1 F81-1 F81-1 DOWNSPOUT LAYOUT [5 REQ'D] GDL23020 KEY PLAN SWA (H.S.) ,nos, r' y..-nua�a �gmne. �'S .� •µL pDLO2007 PANEL T1PNEl 1OF SHEETING OLK (POLAR PLANE I4 1 �FROM OVERHANG OUTER STEEL 51 PANELS 39'-81" LONG 45 PANELS 39'-11 8" LONG 0 I a O 0 a o � M 0 I io M QP ee° ♦♦♦ JQ ♦ G♦ GOL2301Ill ROOF SHEETING PLAN 4" ANf;I F SPA(.F O � g N � E o V�Ue o u a U :�j U 2 0. z w ❑ y �r¢n d J d H al co Q N O Q M f� U y G §e Cz z M W OU ❑ ❑ O U o m 4 UZ w O Q fVGY) FO�Q ONNu) 3 m U QNUJ O Scale: NOT TO SCALE Drown by. RB 11/13/17 Checked by. Roy 11/29/17 Project Engineer: GL Job Number 16-8-20906-1 Sheet Number: E5 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. w �No.67,821 O STATE OF A 7�id ��L�lp.' ♦t _ P li r, a 0 Ll A Ab y FRAMED OPENING CLIP TABLE MARK QTY DESCRIPTION HEADER TOP L JAMB TOP R JAMB GIRT TO L JAMB GIRT TO R JAMB BOTTOM L JAMB BOTTOM R JAMB SILL VE J LIFT BS C 1 i 1 10'-0 X 7'-0 1 CL150 1 CL150 I CL150 I N/A N/A CL152 CL152 CL150 A SEE DETAIL 1 1-79 V-7}� S I W = N I � N Q O N O I N i N Cl292- FASTENS BETWEEN THE N d GIRTS ON EACH SIDE OF THE m SIDEWALL COLUMNS, AT ALL _I GIRT ELEVATIONS. d; REFER TO DETAILS. 1 PC30- FASTENS BETWEEN. THE N GIRTS ON EACH SIDE OF THE 0 SIDEWALL COLUMNS, AT ALL 1 GIRT ELEVATIONS. rn Sheeting Clip PC31 Fastener #12A 12-14 x 1" Pancake SD W/O Washer (2) Per Sheeting Clip (Typ) DETAIL A/E6 CAP CHANNEL CORNER KEY PLAN 9 SC54 SC54 SC54 SC54 SC54 SC54 9 GC13 SC180 (TYP) f GC TO COLUMN 7,}„ 8XJgZ14 8X3 5C14 �X345Z14 G-35 BX3.5Z14_-_____ _______ _________. .3 2T,r____________--- -----___ ________ X3.52 _____________-_______ .5Z{'2- _ G-24 G-28 G-29 G-33 _ 8X2.SZ13 BX2.5Z13 8X2.5Z13 8X2.5Z12 G-24 G-28 G-30 G-34 _ 8X2.5Z13 0 -4�X2.5Z13 8X2.5Z14 8X2.5Z13 G-22 w G`26 G-31 G-33 BX2.5Z12 BX2.5Z1.7, i' BX2.5Z12 SX2.5212 N Q w � � � 8.25X3.00H14 G-22 � G-26 \ G-29 N N $X'2jj�Z12 ro 66X2' �j�jZ1 ' ` BXzz�j�jZ13 c=.o O oNtO 8X2.5Z14 8X2.5Z14 g\?O2 8X2.5Z14 N o 0 x G-22 / G-26 B;p�� G-29 N DH3 Mx 26'-0 26'-0 1'-0 24'-0 10'-0 J_3 -7k a 1 14'-74 b b b 1.5 CF28C CF28A CF2AA CK2DA W1 OX26 CU12A CU11A CU9A W8X10 W8X10 W8X10 W8X10 PARAPET COLUMN SHOP WELDED TO COLUMN SIDEWALL ELEVATION "SWA" AT GRID LINE "A" I I N I O 31 PANELS 3'-6 LONG AVP LINER PANELS PANEL COVERAGE = 3'-0 COLOR = POLAR WHITE PANEL PKG. REO'D. = AV$-8 Field Cut Panel and Trim as uired per Construction Details BACK PANEL SHEETING ELEVATION "SWA" (1k) F3530-1 F3531-2R M M F3531-11- (2) F3530-1 /- F3531-2R M M F3531-1L (14) F3530-1 W F3531-2R ____ ____ ___ __as. ___ ____ ____ _ ____ _ ___ ___ I I I ____ ____ F32fi-1 I I I i T I T I 3 N N N N NI W N NY -1L 7? CIF z N N <V N —, N N N N N N N N N 1 1 N N N N N N N N F 1 F461-2 I T OW Of Oi A m A _� IN NI I II.LL-, RBR WALL PANELS I PANEL COVERAGE = 3'-0 L_ (1) F848-1 COLOR = GALVALUME ---J PANEL PKG. REQ'D. = RBS-2 Field Cut Panel and Trim as j required per Construction DetailsL — n WALL SHEETING ELEVATION "SWA" BLDG "A" F401-1 BACKLAP u mal O c m �O M cOcqq � " m z_ Z C O U c N U J 2a<w y bran J QNO ia d C. J }� ~ Cc9 O 34 Q W ¢ 00 N R 40 ❑ ❑ P9M o y N W 0 Ez <.c IIU N UNNVI 3 U QNUJ CO Scale., NOT TO SCALE Drawn by. R8 11/13/17 Checked by. Roy 11/29/17 Project Engineer- GL Job Number 16-8-20906-1 Sheet Number. E5 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 7 ` 3TWreNAN OF VI • • • r • t�. FRAMED OPENING CLIP TABLE MARK QTY DESCRIPTION HEADER TOP L JAMB TOP R JAMB GIRT TO L JAMB GIRT TO R JAMB BOTTOM I_ JAMB BOTTOM R JAMB SILL VERT LIFT JAMBS A 1 6-4 X T-2 CL150 CL150 CL150 N A N A CL752 CL752 N A N A B 1 3'-4 X T-2 CL150 CL750 CL150 N AI N/A CL152 CL152 I N/A I N/A KEY PLAN 9 :WA H.S.)' Reverse Rolled I Fastener # 17A PER Panel � 12-14 x 1j" SD W/Washer w at Each Girt Fastener #4A J-14 x J" SD W/Washer at 1'-8 O.C, Max. Between Each Girt Fastener #17A 12-14 x 1 j" SO W/Washer Starter Trim I at Each Girt F620 EACH SIDE OF CORNER Steel Line Corner Trim Reverse Rolled F3535 PBR Panel DETAIL A/E7 CORNER FLASHING DETAIL DH1 DH2 8. 5X3.00 14 8.25X3.00H14 U O U U© V 0 O 0 0 X 0 0 0 X X N O X V a) N N N N pd pd ni ad 8X3.5E14 8X3.5E14 SC78 8X3.504 SC78 6X3.5E14 SC18 LW1 & CL472A ( ) LW1 dt CL472 (TYP) LW& G CI-472B (TYP) \G-1 // G-5 G-6 G-11 -11 W SC54 8XS.@Z72i6� 8X3.5212 8X3.5Z1 8X3.5Z1 2 SC54 PGF, LWtA (TYP) �� 0g0. LWIA (TYP) C CL292- FASTENS BETWEEN THE a 'u a G-1 \\� �' G-3 G-6 0-8 =9 TYP G-10 GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL o I SC54 8 G%15Z`I �` LW16 %45Z13 X3j5Z12 �X 5Z1 16 X .d5Z14 SC64 SC54 GIRT ELEVATIONS. in REFER TO DETAILS. a SC54 8X3.5Z14 BX3.5Z14 BX3.5Z14 8X3.5Z1 8X3.5Z14 G-1 %� a�? G-3 G-6 G-8 LW1C G-10 SC54 PC30- FASTENS BETWEEN THE SC54 8) .5Z12 ee`. Sq 8%3.5Z13 8X3.5Z12 8X3.5Z7 i� i� 8%3.5Z14 GIRTS ON EACH SIDE OF THE m SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. in % GC13 RBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = GALVALUME PANEL PKG. REQ'D. - RBS-3 Field Cut Panel and Trim as required per Construction Details F2032-1AL 6" I I 'T I a a 7 c Ln. 1 5-4 1 5'-11 1 6'-4 5'-7 ce— I —0 26'-0 26'-0 9'-8 6'-8 9'-8 9'-8 6'-8 9'-8 3 4 5 CF1B CF1B CD4A W8X18 SIDEWALL ELEVATION "SWC" AT GRID LINE "F" FILE COPY GUTTER EXPANSION JOINT (5J) F2-1A FF2033—IA + F2034-1AR (5� F2031031-1A F289-1 0 2'-0 O.C. F2032-2AR I I I I I I •'µ E I I I I I I 1 I I I I I I T T I I I T T I 7 r + a < w a a a 'a < < a < < a a a w a 'a e < (n F 1'14 I Z F481 3 1 I IM III Im�1 M I I I IN NI la �I I F407-1 O ® 6" 2'— BACKLAP WALL SHEETING ELEVATION "SWC" BLDG "A" b Z� N M� m 1�h Z y R 43 N M 43 o �zrc 2pl�w ❑ ID � yea Qi co � @ QNO aunty s a P Cz a ~ c E ZZp< WW mw v Qom 21 Ida :J a INEz 8 W h c'aNa� o scale: NOT TO SCALE Drown by. RB 11 /13/17 Checked by. Roy 11/29/17 Project Engineer. GL Job Number. 16—B-20906-1 Sheet Number: E7 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Sold seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer It not the overall engineer of record for this project. * No.07921 STATE OF r�i SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED WASHERS BEVELED WASHERS A (4) X 1J A325 B&N 4 0 B (8) }X 1 A325 B&N 0 0 C (4) } X 1 A325 B&N 0 0 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT 361 402 452 452 F 435 383 442 49 CL292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS, PC31- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF CORNER 12 2 d GC3 GC4 o 8X3.5C14 8X3.5C14 ^ m o< SC180 (TYP) 7 ;; GC TO COLUMN N N GC2 G-18 G-20 i PC78A SX3.5Ci4 8X3.5Z14 0-18 8X3.5Z14 C-20 m PC78A 1 -2 GC1 G-16 ��-8X3,5714 - _7 8 N 8X3.SC14 G-15 8X3.5Z14 m 8X3. 14 pa RE2AC 2 -0 t� G-13 8X3.5Z13 o WSX10 `� PC78A 8X3.5Z13 d, R A8 I C RQ2L�H WBX10 A :t A WW G-14 G-17 A G-19 L'PC78A 8X2.5Z12 8X2.5Z16 8X2.5Z16 o N PC78A 8X2.5Z13 a � G-12 A G-14 /' G-17 G-19 I 'PC78A = SX2.5Z13 8X2.5Z12 yi��gRP 8X2.5Z16 8X2.5Z16 = PC78AH S m x `\ \` a < G-12 G-14 G-17 0-19 PC78A 1A 8X2.5Z13 8X2.5Z12 >� 8X2.5Z16 8X2.5Z16 o co PC78A to G-12 G-14 G-17 G-19 ' 'PC78A 8X2.5Z16 PC78A 8X2.5Z13 8X2.57W wj\� BX2.5Z16 a G-12 .4-14 :CO G-17 G-19 N L'PC78A 8X2.5213 :� 8X2.5Z12 RgCe 8X2.5Z16 8X2.5Z16 PC78A \\ co I I 17 "� GC13 N N 23'- 24'-2 15'-10 J CD4A CD5A CD6A CD7A CDBA W8X18 W8X18 W8X18 W8X18 WBX18 (8) 3'-0 PANELS AVP LINER PANELS PANEL COVERAGE = 3'-0 COLOR = POLAR WHITE in PANEL PKG. REQ'D. = AVS-6 Field Cut Panel and Trim as required per Construction Details (3'-0 MIN. FACTORY LENGTH) KEY PLAN g 3LwA (H.S.) 4$� y OD F3531-1L F3531-2R ENDWALL ELEVATION 'EWB" AT GRID LINE "5" (11) 4'-11 PANELS (8) 3'--6 PANELS 0 I N BACK PANEL SHEETING ELEVATION "EWB" FILE COPY F3531-1L (2) F3530-1 (1 J) F3530-1 r- F3531-2R I I � I I I I j N tV 1 tV I [V tV (V h 1� t` r` r r• h r N N N N N N N N N N N N I _ _ _ _ _ _ I m in 'm m A m m o, I ro ao is ro � m RBR WALL PANE PANEL COVERAGE = 3' COLOR = GALVALU PANEL PKG. REQ'D. = RBS WALL SHEETING ELEVATION "EWB" Field Cut Panel and Trim required per Construction Deta BLDG "A" I N IM N M LL u- 41 M cc� Z O U20; EJ�w i ow ❑ CIO y¢o U r� J ,QNO U E� Q4 z a . E LE ryry�� ryry O N ❑ ❑ 0 U Om� Z V 0<�Z o f�zz]W¢ E oz]w o_,c a N Uln fNnN 3 U QNUJ� Scale: NOT TO SCALE Drawn by. RE 11/13/17 Checked by Roy 11/29/17 Project Engineer: GL Job Number: 16-B-20906-1 Sheet Number: E8 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. a * • Nam' e7gY7 f. 'S-61. Brare op :�ftt; r � s'�s.{4w • � if _ ... O..raa►_♦ w r1 ry A A El FRAMED OPENING CLIP TABLE MARK�QTY DESCRIPTION HEADER TOP TOP GIRT TO GIRT TO BOTTOM BOTTOMSILL L JAMB R JAMB L JAMB R JAMB L JAMB RJAMBr. 10'-0 X 7'-0 1 CL150 I CL150 I CL150 I N/A I N/A I CL152 I CL152 CL151 SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) k X 1J A325 B&N 1 4 1 0 8 (8) } X 1J A325 B&N 1 0 1 0 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CD3Z 452 CD4Z 452 CD5Z 402 CD6Z 362 RE1ZA 385 RE1ZB 433 KEY PLAN g G-44 8X3.5Z13 -25 u G-43 w 0 8X2.5Z16 ¢ iv -25 C-42 a = BX2.5Z12 0 N DH3 8.25X3.00H14 N W I O 0 -25 G-40 G-41 r` m a = 0 8X2.SZ16 = BX2.5Z16 -25 G-40 o n © v G-41 v X o 'o 8X2.SZ16 x 8X2.5Z16 CI292- FASTENS BETWEEN THE -y5 G-40 ro m G-41 GIRTS ON EACH SIDE OF THE 8X2.5Z16 BX2.5Z16 ENDWALL COLUMNS, AT ALL g,25X30CHt4 GIRT ELEVATIONS. m REFER TO DETAILS. I 0 i GC13C1 PC31- FASTENS BETWEEN THE — GIRTS ON EACH SIDE OF CORNER 3'-74 AVP LINER PANELS PANEL COVERAGE = 3'-0 COLOR = POLAR WHITE PANEL PKG. REQ'D. = AVS-7 Field Cut Panel and Trim as required per Construction Details (3'-0 MIN. FACTORY LENGTH) W8X18 WBX18 (7) 4'-11 PANELS 12 (.}) RA1-1 (4) HW7720-1 4 G-15 8X3.5Z13 N 24'-2 CD5Z W8X18 ENDWALL ELEVATION "EWD" AT GRID LINE "W5" (8) 3'-6 PANELS BACK PANEL SHEETING ELEVATION "EWD" 0 m 23'-2 a SC180 (TYP) 00 GC TO COLUMN x N 0 G-51 to — G-51 PC78 PC78 -(PC78 PC78 O W8X1 X18 FILE COPYWA A (8) 3'-0 PANELS y. M LL (1) F3530-1 F3531-2R F3531-1L -` (1}) F3530-1 F3531-2R /- F3531-1L (1}) F3530-1 /-- F3531-2R __ _____ .,_-__ rn __-- .iANGLE RA4-1 --`- _____ ______ I N N N N N N N _---- --- I J 3 3 r-- rn rn n rn n rn n rn n -♦a n rn rn n -rr -'r -«e -e. -«t rn 1 F481-2 , m m m m m m ac T I I i ^o ro ro m ro � W IN ryl N IN NI IW W I RBR WALL PANELS L__ (1) F848-1 ----� PANEL COVERAGE = 3'-0 COLOR = GALVALUME PANEL PKG. REQ'D. = RBS-4 Field Cut Panel and Trim as required per Construction Details F407-1 WALL SHEETING ELEVATION "EWD" BLDG "A" ry 4 0 4 r 4S !T E O y N ` CL Z O y c U �`4g LX3 p� JN M Ad R' IJi � l L Ll 20�uW II�ll ElD J a cow a e4 M ro 0 ^ aZ �V R UQN ❑ L U 0m Z U Y} U C =p,2 yS 0 c ao�wa ; U QNU� O scale., NOT TO SCALE Drawn by. RB 11/13/17 Checked by Roy 11/29717 Project Engineer: GL Job Number., 16-B-20906-1 Sheet Number: E9 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is iot the overall engineer of ,ecord for this project. • �U • • 9. A K • • s, Z-0 j" RAFTER TD _-_-_BG1C-CAP CHANNEL --------------------------- 49"CHANNEL TD O O O O LOW END OF RAFTER "R1C" DETAIL A/E10 SKEW RAFTER ORIENTATION RAFTER CLIPS TO SOLDIER COLUMN AT 1.5 PC60A INSIDE PC608 OUTSIDE APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1C 278 KEY PLAN w ,SWA (H.S. FRA AED OPENING FLASHING TABLE NRK QTY DESCRIPTIO1 HEADER JAMB SILL LINER HEADER LINER JAMB LINER SILL NO. REQD A 1 A 1 W-4 X 7'-2 .0. F481-3 F482-3 N/A N/A N/A N/A B 1 S-4 X 7'-2 .0. F481-4 F482-3 N/A N/A N A N/A B 1 C 2 10'-0 X 7'-0 .0. F481-2 F482-2 F848-1 N/A N/A N/A C 2 D 1 14'-0� X 10'— F.O. F481-1 F981-1 F482-1 F981-2 N/A N/A N/A N/A D 1 E 1 SEE DETAIL D/E11 ------ H% C.7 C8X1 o OO P-5914'-0111-541 7'-0 ENDWALL ELEVATION AT SKFW WALL PC31A (TYP) SCHEDULE OF ACCESSORIES DESCRIPTION 6'-4 X 7'-2 FACTORY LOCATED FRAMED OPENING S-4 X 7'-2 FACTORY LOCATED FRAMED OPENING 10'-0 X 7'-0 FACTORY LOCATED FRAMED OPENINGS 14'-0J X 10'-0 FACTORY LOCATED FRAMED OPENING 8 '-0 LONG X 4'-0 PROJECTION WALK DOOR CANOPY (SPEC1) REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. AVP LINER PANELS PANEL COVERAGE = 3'-0 COLOR = POLAR WHITE PANEL PKG. REQ'D. = AVS-9 M Field Cut Panel and Trim as 1 required per Construction Details N 6 AVP PANE 7'-8 LONG AlE II N M M J PA12 SA10 F326-1 F360=1 SP-2 ENDCAP F3530-1 SEE DETAIL "A/E10" RAFTER CLIPS TO ENDWALL COLUMN AT LINE B PC60C INSIDE PC60D OUTSIDE `n z N � N N N � of N 4 z O n I N RBR WALL PANELS w PANEL COVERAGE = 3'-0 z COLOR = GALVALUME PANEL PKG. REO'D. = RBS-5 m Field Cut Panel and Trim as required per Construction Details F407-1 (2) SP-1 SPECIAL CURVED TRIM 4 RBR PANELS 1546" LONG FILE COPY O WALL SHEETING ELEVATION "SKEW" 71 M M w SP-3 ENDCAP M N F3530-1 F407-1 0 0 M z N z% � E M 4 N ` $ z O a 4 N M Ad <o� jc E 070 2 oLyuw ❑ � �r¢a Qi rram^^ vJ 2 F4 R iQ n a U p� t � 0. ty� o W ¢ OU N p ❑ ❑ U OmJ �z,0Qa o=wa g luE N UiaNN 3 U QNUJ O Scole: NOT TO SCALE Drawn by. RB 11/29/17 Checked by. Roy 11/29/17 Project Engineer: GL Job Number: 16-6-20906-1. Sheet Number: E10 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. * t No. 87827 O • 1k 9,��TATE of W n n U a A a IT A IW Optional 5'-0" Of Tape Sealer I" x HW507 At Each P nel Sidelop Inside Closure Wit Tape Sealer I" x Transition Trim F326 HW507 On Both S Jes # Fastener14 HW455 — PEIR HW464 — PBU x LL SO W W Sher J— �" / HW464 — AVP/Vi ashai At 4" O.C. Fastener #17A Tri—Bead Tape Sealer i" x 12-14 x 1i" SD Wasl HW504 Top And Bottom Of Closure Girt If Required "Z" Closure F360 Field Cut To Length And r __ --�-- Bevel Cut To Fit Panel Urethane Tube Se lent Panel Clip And Fasteners HW54— At Closure Ends 3" x 6" Support Angle PA9 Support Angle SA (Field Notch At Purlins) 4" x 8" Support i igle PA12 _ ------------- —__ Fastener #1E F-- --' J-14 x 14" LL SD /Wa At 4" O.C. Fastener #12A 2" 12-14 x 1" Panc a SD W/O Washer (2) Each 3" Purlin Min. 7n Edge Of Clip/Angle --------------- ------------------------- Purlin Fastener #12A 12-14 x 1" Pancake SD W/O Washer (2) At Each Purlin DETAIL A/E11 ROOF TO PARAPET AT SKEW WALL KEY PLAN FRAMING FOR FRONT AND BACK OF PARAPET WALL AT RADIUS RA1—� (1YP) ° SHEETi i o G ANG1-E I o o ! SHEEj1N i I I 0 0 0 0 0 0 0 110 0 0 0 0 8" CHANNEL 1 12" 8" CHANNEL 12" 8" CHANNEL F3530 CAP TRI E FIELE SHEETING ANGLE 12" DETAIL D/E11 RADI UP FRAMING AT SKEW WALL PA12A (3x9) DETAIL C/E11 JAMB AT SKEW WALL PARAPET U I i i r i i o Q. r I U i m i o 0 O $ a o ` U c o U m U fq� J �QNO W Q W M -'l H - 4W §'y C Z OOM V rz ® a o>>m� Uz C 1V1YYYy 1-a�Q a o=JWwa c lu 00 '20,0 O Scale: NOT TO SCALE Drown by. RB 11/13/17 Checked by Roy 11/29/17 Project Engineer. GL Job Number- 16-8-20906-1 Sheet Number: Ell of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 17 k? No, 67621 Q : —STATE OF A • • m I0 • ' r • OY/PROJECTS\XDS—V7-00-03 FRAME = Jobs/active/eng/16—B-20906/ver01—gll/Bld—A/Drftg/xO2L OY/PROJECTS\XDS—V7-00-03 FB SET = Eng/16—B-20906/ver01—gli/Bldg—A/ORFTG/xO2L GENERAL NOTES FRAMMAYVARY DUE N TOSCONDITIONS (DEFLECTION)SHOWN ARE . AND VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. ** DENOTES: CLIPS. AT FLANGE BRACE CL196 & CL199 AT 8" PURLINS/GIRTS. CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS N 0 2.75 X o - I .I x N r O a cd 6 CF1A 4'-41 5'—OT1; ** FB4B NS OR FS PLATE SIZE TABLE SPLICE BOLT TABLE ;ONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE WASHERS WASHEERS A 6X0.375XO'-11} B 6 X 0.5 X 4'-6J 6 X 0.375 X 2'-6J (14) J X 2" A325 B&N 1 0 0 C 10 X 0.625 X 0'-10 D 6 X 0.375 X 94 (4) J X 1J A325 B&N 4 0 E 6 X 0.375 X 2'-6 6 X 0.375 X 2'-6 (8) 4 X 1J A325 B&N 0 0 F 16 X 0.375 X 0'-11 G 16 X 0.375 X 2'-6Q 6 X 0.375 X 2'-74 (8) J X 1J A325 B&N 0 0 H 16 X 0.375 X 7jg 1 (4) 4 X 1J A325 B&N 0 0 NS 21: 22: 21 5' 40'-0 12 5'—O,k 5'-04 _ _ 5 —OT� «+ ** FB4A ** FB4A ** FB4A 4 F84A NS OR FS NS OR FS NS OR FS NS ORS NS OR FS T D.5 CPP3A P4X10.79 CROSS SECTION AT FRAME LINE "2" ** F34A NS OR FS FL. 3' X ** FB4A NS OR FS .�i- ++ F84A NS OR FS W N X X O X � O O � I 0 Cb CF2AA ZR1 W ro S =ems � u 1✓) m JA7A8 2 O n pc� h ^ N E R Ad W U Cl) 20 w ��jl ❑z �y.¢a o o4 N No ((� 1 ~ U c Q 1 4 a Qq F o d M a O (f O J O1 /V O Y , w 'I' CNU? O Scale: NOT TO SCALE Drawn by RB 11/13/17 Checked by. Roy 11/29/17 Project Engineer: GL Job Number: 16—B-20906-1 Sheet Number- E12 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. '-,•y No. 8T847 �m�l," �j! * CC !d•-rATE OF 1161 A • s ` w • • OY/PROJECTS\XDS—V7-00-03 FRAME = Jobs/active/eng/16—B-20906/ver01—gli/Bldg—A/Drftg/xGIL OY/PROJECTS\XDS—V7-00-03 FB SET = Eng/16—B-20906/ver01—gli/Bldg—A/DRFTG/x01L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. •* DENOTES: CLIPS AT FLANGE BRACE CL196. & CL199 AT 8" PURLINS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS U: a d — x 6 CF1 B S-7j . 4 —4J ** F84A NS OR FS PLATE SIZE TABLE SPLICE BOLT TABLE CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE HARDENED 8EI WASHERS WA; A 16X0.375X0'-11J 8 16 X 0.375 X 4'-61 6 X 0.375 X 2'-64 (10) J X 1J JA.325 B&N 0 0 C 10 X 0.625 X 0'-10 D 6 X 0.375 X 94 (4) X 1J A325 B&N 4 0 E 6 X 0.375 X 2'-6 6 X 0.375 X 276 (8) X 1J A325 B&N 0 0 F 6X6.5 X0'-11 G 6 X 0.375 X 2'-6J 6 X 0.375 X 2'-7} (8) J X 1J A325 B&N 0 0 H 6 X 0.375 _ X_ 74 (4) } X 11y A325 B&N 0 0 ** FB4A NS OR FS 1/17 21:34:31 R1BA 6'x1T ** FB4A NS OR FS ** F84A ** FB4A NS OR FS NS OR FS 0.9 5'—Oi 5 -0i 5 —0 5 Oj� D.5 CPP3B P4X10.79 CROSS SECTION AT FRAME LINE "Y ** F84A ** F84A NS OR FS NS OR FS R188 ** F64A NS OR FS FL. ** FB4A NS OR FS d) CF29A APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT RIBA 1094 R1 BB 849 CU11A 54 CPP3B 179 CF2BA 375 CF1B 296 N N 4 N � � o ` i Qg c z a1 y' 00 d N C 3s�� �NQJ a w U W U$o; E Jew Q Q U Zozw ❑ � y¢a 4 -nww S N a ¢ EQ L 9 vt ¢ LZ QN ❑ ❑ n� U Om� E05Qa a 071 U c N ,00 U ¢NUS O Sco/e: NOT TO SCALE Drown by. RB 11/13/17 Checked by. Roy 11/29/17 Project Engineer.- GL Job Number., 16—B-20906-1 Sheet Number: E13 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. c N ��.y * o. es r . _ I* * Bp 14 re OR OY/PROJECTS\XDS—V7-00-03 FRAME = Jobs/active/eng/16-8-20906/ver01—gli/Bld9—A/Drftg/x01L 10/30/17 :34:31 OY/PROJECTS\XDS—V7-00-03 FB SET = Eng/16—B-20906/ver01—gli/Bldg—A/DRFTG/xO1L GENERAL NOTES FRAMAYMVARY DUE TOSSHOWN ARE COND CONDITIONS (DEFLECTION). MATE AND ON). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. ** DENOTES: CLIPS AT FLANGE BRACE CL196 & CL199 AT 8" PURLNS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS 84 . 3'-1 W N o 0 2.75 X 0.25 Wx W O m O O M O iV x x x O N O �d o id m I LL m 4 PLATE SIZE TABLE NN.- LOW SIDE HIGH SIDE A 6 X 0.375 X 0'-11y B BX0.375X4'-6J _ 6X0.375X 2'-6 C 10 X 0.625 X 0'-10 D 6X0.375 X93 E 6 X 0.375 X 2'-6 6 X 0.375 X 2'-6 F 6 X 0.5 X 0'-11 G O X 0.375 X 2'-6J 6 X 0.375 X 2'-7 H XO.375X7JJ X ** FB4A NS OR FS 6 CF1 B SPLICE BOLT TABLE QTY. SIZE TYPE HARDENED BEv WASHERS WA: 10) X 1J A325 B&N 0 0 :4) X 1J A325 B&N 4 0 :8) } X 1J A325 B&N 0 0 A) X 1i A325 B&N 0 0 '4) d X 1; A325 B&N 0 0 ** FB4A NS OR FS ** FB4A NS OR FS 5' 12 i 5'—OA ** FB4A ** FB4A FB4A FB4A '* NS OR FS NS OR FS ** NS OR FS NS OR FS D.5 CPP3B P4X10.79 CROSS SECTION AT FRAME LINE "4" R1BB ** FB4A NS OR FS rn 0 x ** F64A NS OR FS d) CF26C APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1BA 1094 R1BB 849 CU12A 54 CPP3B 179 CF2BC 375 CF1B 296 0'-10 I N m N I C M V O X O in x I 2.75 X 0.2 5 6 N I n � O FILE COPY e O O qgq�M iAN C M h E a J M U W Eli °Y ¢em 64 u' U2� j�W � L2 U =o wEl x J �¢NO 41iMW O c C4 a < w c Z m F 0�M ❑ ❑ 2 Qi 2 Fm� n UY} W C OQ�Z O luZ�< rn m UNNVI 3 UQNUJ Oa Scale: NOT TO SCALE Drawn by. RB 11/13/17 Checked by Roy 11/29/17 Project Engineer: GL Jab Number: 16—B-20906-1 Sheet Number: E14 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. No. 878Y1 6ATE OF A A A n A K 4 a • OY/PROJE6'T6\XDS—V7-00-03 FRAME = J:/active/eng/16—B-20906/ver01—gli Bldg—D/Drftg/x01L 10/30/17 20: OY/PROJEFvT5\XDS—V7-00-03 FB SET = Eng/16—B-20906/ver01—gIi/Bldg—DYRFTG/x01L GENERAL NOTES FRAME CLEARANCES CONDITIONS (DEFLECTION). VARY DUE TOAND VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT MK 127 CU10A 50 CK2DA 485 5X CROSS SECTION AT FRAME LINE "1.5" CK2DA W1 OX26 PLATE SIZE TABLE SPLICE BOLT TABLE CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE WASHERS WASHERS A 6 X 0.375 X 8} 13 X NIL X 3'-11a (4) J X 2" IA325 B&N 1 0 0 B 6X 0.375 X 0'-101% C 6 X (1375 X 81% 1 (4) J X 2" IA325 B&N I0 0 O I N O N N OY/PROJECTS\XDS—V7-00-03 FRAME = J:/active/eng/16—B-20906/ver01—gli//Bldg—D/Drftg/0e1L 10/30/17 20:50: 28 OY/PROJECTS\XDS—V7-00-03 F8 SET = Eng/16—B-20906/ver01—gii/Bldg—D%RFTG/xO1L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 12 0.3568 r CROSS SECTION AT SKEW WALL RAFTER b APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1C 269 al 1111111111M e 0 O gq n M n U c [O w U a 4 g o 0 M N O gj � 333 U VAS (L p tJi (l � a 2 3 E W 4 U 2o�w ❑ rJ) 0 N U o ¢�` z E ,n ❑ ❑ O of V OmJ 2 UY} DOKQ w o Q M WN < WQ- c, IUI UQNUj O Scale: NOT TO SCALE Drawn by RB 11/13/17 Checked by Roy 11/29/17 Project Engineer., GL Job Number: 16-8-20906-1 Sheet Number: E15 of 16 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. p�ar� op K A 4 x K r c. I IF CONNECTION 18, 11 OR 1P 7�f I CONNECTION 2B, 21 OR 2P � I• I� I� 1 . •' CONNECTION CODES TOP AND BOTTOM BOLT PAl CONNECTION IF 7�f I CONNECTION 2F CONNECTION 3F CONNECTION 1E CONNECTION 2E CONNECTION 3E CONNECTION 46, 41 OR 4P CONNECTION 4F CONNECTION 4E 4E 2 E H Z CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION BOTTOM CONNECTION CODE BOTTOM QUANTITY OF BOLT ROWS CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION TOP CONNECTION CODE TOP QUANTITY OF BOLT ROWS CONNECTION 4X CONNECTION CODE FORMAT CONNECTION CODE DESCRIPTION B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS, BOLTS ARE LOCATED INSIDE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM FLANGE. I = THIS DESCRIPTION CODE IS USED TO DEFINE. MOMENT CONNECTIONS, BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BOTTOM FLANGE. P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BOTTOM FLANGE OR COLUMN CAP PLATE. NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16° t 1/16° 1-5/1 6" 1 9/16" BOLT GAUGE 2 1/2" 3" 4" 3 1/2" 4" 5 1/2" G MAX. WEB THICKNESS (Max. {" Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1 8" MAX. WEB THICKNESS (Max. {" Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 7/8" HG HEAVY CONN. BOLT GAUGE N/A 2 t/4" 2 5/8" 3" 3 3/4" 4" S NORMAL BOLT SPACING 2 1/2" 3" 3 1/4" 3 1/2" 4" 4 1/2" BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 2 1/4" 2 5/8" 3" 3 3/4" 4" Q MAXIMUM BOLT SPACING BETWEEN 2,-0" 2'-0^ 2'-0" 2'-O" 2'-0" 2'-0" / (") WHEN BSMAX = 2'-0 TO 4'-0 SPLICE BOLT SPACING 1 2 BSMAX t J" SMAX TOP AND BOTTOM SETS OF BOLTS Q CONNECTION PLATES LESS NOT TO EXCEED 2'-0 1/3 BSMAX (±J}1) WHEN BSMAX = 4'-0j" TO 6'-0 ( ) Q THAN THAN OR EQUAL TO 3/4" THICK 1/4 BSMAX (t18") WHEN BSMAX = W-Dias TO 8'-0 OBFCD MINSEE IMUM BOLT AT FLANGEANGE DETAIL LEARANCE AT OUT OF NUT 1 1/2- 1 3/4" 1 7/8" m PF MINIMUM BOLT -TO -FLANGE CLEARANCE AT CONNECTION PLATE (BFCD + RNWT). PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YB VALUE. Z SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E O NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER RNWT RISE ON NUT AND WASHER THICKNESS F-- AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. U LL1 TT THICKNESS TOF FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST TB THICKNESS BOTTOM FLANGE Z FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. z = BOLT SPACING TOP (ROUND UP TO NEXT 1/2", MIN = S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2" + TT 5" + TT 5 1/2" + TT O U YB BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped :ED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8" ED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8" 1 3/8" 1 5/8'. 1 7/8" 2 3/8" 2 3/4" 3CWM MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7 16" 5/8" 3/4- 1 13/16" 1" 1 3/8" A FLANGE OR WEB WELD IWITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" WCSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" 10 12" JIINCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10" 12" 12" 16" 18" CMIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4" 3/8" 7/16" 1/2" 5/8" 1" ED R F�E�D(R� HGG HG �ED(R) (BOLT DIAMETER�G�ED(`R'j) D (BOLT DIAMETER) (i'�1 H HOLE DIAMETER) I 1 HD (HOLE DIAMFTFR) � f (REQ'D EED(S) PF TT YT PF Top Connection Code - -- S S Splice Bolt Spacing See BSMAX BSMIN and Splice Bolts BSMAX (See BSMAX in Table PF section Code 11 TB YB Bottom Connection Code.- - - PF EED(S) or EEDK EED(S) Top Connection Code PF TT YT - PF S - — - Spllce Bolts S (See BSMAX in Table Splice Bolt Spacing See BSMAX Frame Documentation 05.12.10 A325 Connection Bolt Details Sep'14p03 m B 4E/2EH Connection Code (See "Connection Code Format" on this drawing) Connection Location o CROSS SECTION CONNECTION CODE KEY m (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) o Flange Brace Material Schedule Part Mark Material FB4_ L 2" x 2" x 14 Go. F85_ L 2" x 2" x 14 Go. FB6_ L2"x2"xill FB7_ L 2}" x 2J" x A" 0 0 o� Gusset Plate 1 (At Rafter Outer Flange shown) D (BOLT DIAMETER) HD (HOLE DIAMETER) D, U ti O N M EED(S) --- m E��cwi 20w ❑ S leaPF lot L n TT YT PF S ` a U - - Splice Bolt Spacing a z E e a. g See BSMAX oci a 0Qn ❑ ❑ BSMINand U �mw u BSMAX Ez>mQ 071 p a N N00 ,c O oa na BSMIN __(1�__ S - and Y - PF Scale: N07 70 SCALE BSMAX Drawn by. RB 11/13/17 Bottom Connection Code TB YB Checked by. Roy 11/29/17 PF TB YB PF STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION (CODE 4E/2E SHOWN) (CODE 4EH/2EH SHOWN) COLUMNS RAFTER PF t t CONNECTION PLATE S LENGTH IS EQUAL TO OR GREATER THAN HALF THE RAFTER WEB DEPTH TS MAY BE D INSTALLED IN c----- IER DIRECTION CONNECTION B & P (Low Side Shown, kll h Side Similar) w = w BOLT EDGE DISTANCE BOLT ;NESS 2EQUIRED) _ COL RAF7Fq w PF Pro/ect Engineer: GL S Job Number: 16-B-20906-1 Sheet Number: E16 of 16 EED(S) or EEDK The engineer whose seal appears hereon is on employee EEO(S) or EEDK G t Pl. t for the manufacturer for the • • w ' • a e materials described herein. Said (Att Rafter Inner Flange shown) seal or certification is limited 4X CONNECTION DESIGNATION to the products designed and manufactured by manufacturer SHOWN 4X only.The undersigned engineer Is - fION PLATE ( CODE 4X / ) not the overall engineer of SHER (IF REQUIRED) record for this project. UT FILE CUFT ff BFCD pF RNWT •••.....�...,, •a,•�•s G ••�%'' BOLTS MAY BE V.O �•'•�� SCR ,�` FIELD INSTALLED IN -A; r EITHER DIRECTION -" NO" 87821 4I i : fts' SO ; STATE OF '�i t� '•eo A 1 �,.•�0 ems` .c BOLT AT FLANGE DETAIL Flange Shown, Bottom FldRBe Sim ACCESSORY SCHEDULE MARK DESCRIPTION DETAIL QUAN. A❑ 14 -0 X 10'-0 FRAMED OPENINGS 0 1 B❑ 8'-4 X 7'-2 FRAMED OPENINGS HQ 1 C 3'-4 X 7'-2 FRAMED OPENINGS HQ 1 D❑ 10'-0 X 7'-0 FRAMED OPENINGS HQ 2 ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY "0 -DIAMETER X 48 "0 DIAMETER X 52 1 "0 DIAMETER X 8 I ..O :.O X BRACE I 1'-0 0 I 8 C I I I I I I I I I I I I I N I I M I d I I I I w N I I I I I I I I 2" I I I I I o I I I I rn wl I w I N ml m N b X I � "I• � IX I I 2" I I a N I I I• I n n m a D c a G I I I I �© 1'-4 o I I I 45.0'k'p I I I � I D ^� I X BRACE k� ry.. J d.. • d. • • d' AtSC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Specified Column Centerline ANCHOR ROD SETTING TOLERANCES 10 Bottom of Base Plate t1/2" ±13mm) *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES l F2 - v.�M TYPICAL SECTION © J"O ANCHOR RODS BASE OF STEEL AT ELEV. 10C TYPICAL SECTION O J"0 ANCHOR RODS OF STEEL AT ELEV. 100'-0 r I 21 3 0_ _ TYPICAL SECTION \ 8"0 ANCHOR RODS /BASE OF STEEL AT ELEV. 100'-0 -112 A�g iO E-E 2}� 4" Ei0 I I I 13" 131 i 3" FRAME M TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION J"O ANCHOR RODS © J"O ANCHOR RODS 0 J"O ANCHOR RODS 0 J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 1OC-0 BASE OF STEEL AT ELEV. 99'-6 BASE OF STEEL AT ELEV. 100'-0 o" TYPICAL SECTION 0 J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 2" 4" 2" a N Z O J au u Q w io O W �z"_ _ N� M TYPICAL SECTION 0 1"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 J114, 91 001, 1 X8, -a mal w oa cecpp g y N h n F [ m w U O V o c Z S p Z g rd a 31 O s U cai U 2 ozy+'w ❑ � �yaa J F 0 N �4 4 LLMLL vJ ` J 0_ q a U < a ak EQ o� m o n 0z a ❑ C po 0 U OmJ LL � o x 0 0w� E z�ma o IN; -O�wa H UNN�1 ,c U QNUJ O Scale: NOT TO SCALE Drawn by RB 11/6/17 Checked by, TP 11/8/17 Project Engineer: GL Job Number: 16—B-20906-1 Sheet Number: F2 of 3 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. • st • • Ip A • • A • • • • • a �dAwMpEI E PTOH: UJOB HAME2all RE 1RCN381DG1 PAOE:EW-1 ATH: RrI®d�aMbs.\lAuc[tlw\ENG\18-B-RO906\wr01-gli\BId9-AWn01\ UPPORT IR:,WX) i FOR EACH LOAD GROUP 11 18:33:29 OTE: All rwatlan. are In kips and kli ft, 5-F 5-E 5-D 5-C 5-A WAtr Aa4wr relw COLMMN micas rror.a. 5-F S-E 5-D 5-C 5-A LOAD CROUP HL VL LL H1 VI Lt H2 V2 L2 H3 V3 L3 0. a.5 0.0 0. 1.3 -0.1 0. 0.9 -D.1 0. 0.7 -0.1C 0. 0.5 a.0 0. 1.5 -0.1 0. 1.t -O.l 0, 0.9 -D.1 2.4 _O.2 0. 5.5 -0,5 0. 4.7 -0.30. 3.7 -0.30. JHNf��11 -17.1 8.5 0. -12.2 5.3 0. -9.9 4.2-6.6 0.9 0. -17.1 -4.7 0. -122 -43 0. -9.9 -J.5-6.6 0.5 0, -10.91.3 -9.5 -iB.S 0.9 0. -9.9 OJWL 0. -B.6 0.5 5.] -21.2 1.3 0, -8.2 0.80. -8.9 0.7 RuaLv D rwsrxroTax DEAD LOAD C COLLATERAL WAD L LIVE LOAD µ+ WING LOAD AS AN INWARD ACTING PRESSURE W_ VINO LOAD AS AN OUTWARD ACTING SUCTION WR WINO FORCE FROM THE RIGHT IM. WIND FORCE FROM THE LEFT FwRmIM1E 00./te./25.417 2G./180 JOB NAME:R0006A OF1lF�iran�et�4-3hd PAGE1-2 SUPPORT REACTIONS FOR EACH LOAD GROUP sIDCA 1 We. 4 3 TIME; M:]431 NOTEA( Air, 'o Uwe an In kips and kip-ft. ( primarryY wMd lend ewes are not concurev�RR ( X-bwcias raadtkns (RBPULW and RBUPEQ are combined wlUUM. and LEO groups only. REACTION NOTATION$ ASV / HL HR Jl s_F •-D.5 IXRAIMN F e-A •-D.5 LOAD DROOP - HL VL U!L HR VR LNR H1 V7 LNt OL 0.2 1.8 010 -0.2 1.. 0.0 0.0 44 0.0 CO 0.2 7J O.0 -0.2 1.7 0.0 0.0 C7 0.0 PILL 0.3 5.6 0.0 -0.3 -0.8 0.0 0.0 7.2 O.0 P 0.4 -0.5 o.0 -0.4 5.7 0.0 -MO 7.0 0.0 LL - 0.7 5.1 0.0 -0.7 5.1 0,0 0.0 i4.2 0.0 WO -8.3 -17.1 0.0 -4.2 -7.4 0.0 0,0 -3;1 0,0 WL2 -9.5 -10 9 0.0 2.8 -1 J 0 0 0.0 -14.9 0.0 W. 10.3 -5.1 0.0 7.6 16.9 0 0 Do -33.5 0.0 WL4 8.8 1.1 0.0 8.0 -10.8 0 0 -0.0 17.2 010 L _ 1.0 15.9 0.0 -2.9 -84 0.0 00 -31.3 00 RBU LW ROO 0.2 0.1 0.0 -02 -24..4 -28.9 -OwO 0.0 0.9 -9.5 0.0 -0.2 -=.a 0.. 0.0 -31.1 31.1LWL 0.0 L -0.4 -9.7 0.0 -1.5 -&2 0.0 -0.0 -15.1 0.0 LMA -0.5 -3.3 0.0 -1.4 0.0 RBONLW -0.7 -0.0 0.0 0.7 20.5 0.0 0.0 -0.1 0.0 1 nb aRnS'^ ncarclanrlM DL Roof Dead Load COUL Roof Collateral Load PLL1 Pattern Live Load [PU.xx] PLL2 Pattern U. Load [PU .1 J_ Roof Llve Load WILI Wind from Left to Right with +GCpI WL2 Wind from Left to Right with -GCPI Ks Wind from Right to Left with +GCpI WL4 Wind from Right to Left with -GCpi LWL1 Wind from Front to Book with +GCpI RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Wind from Front to Back with -GCpI I Wind from Back to Front with +GCpI LxL4 Wind from Back to Front with -GCpI RBOWLW Downward Acting Rod Brace Load from Long. Wind ;wa1dMA��a^_NOTE& A (i) Pattern Ilw or snow load oases are not concurrent with any other Ilw or .now load .nose. PATH: R:\ Enfw EWI 9 P110N: Uses ,p8 NAMi Z090BC BFIIE REW/4BLDG1 PAGEEW-R \Actlw\ENG\18-B-2G906\carpi-gll\BId9=Gtl gw NOTE: NI reec Oft oFOR EACH and GROUP TIME 18:55:31 REAC110 COLUMN 1-B 1-D 1-E I 1-F LOAD GROUP HL VL LL Hi VI L1 142 V2 L2 I HR I MR LR 0. 1.9 0.0 0. 1.3 -0.1 0. 1.6 -0.1 0. 0.5 0.0 C C 0. 0.9 0. 1.3 -0.1 0. 1.6 -a 0. 0.8 0.0 L 0. 3.9 0 -2.6 0. 57 -0.4 0. 8.6 0. 2.5 -0.2 W+ 0. -16.6 2.6 0. -15.3 0. -17.9 6.6 6.8 0. -78.5 21.8 W- 0. -16.6 0. 4. -.1 a. -20.3 -.4 0. Ole 'hR 0. -5.8 0.4 0.4 -12.8 m12.0 1.1 - -20.1 1.4 0. -7.1 7.1 0.6 WL 0. -5.8 0.4 .0.6 5.6 m 9.0 1.1 0. Q -14.1 1.4 0. -7.1 0.6 D C L W+ W- WR WL DEAD LOAD COLLATERAL LOAD UVE LOAD WIND LOAD AS AN INWARD ACTING PRESSURE WIND LOAD AS AN OJTVfARD ACTING SUCTION WIND FORCE FROM THE RIGHT WIND FORCE FROM THE LEFT OINS EACH LOAD GROUP NOTES:(2)RTheuI touch. OUam in kiipth and kip-ft.or ga) le not Included In the "LED" Lead Group reactions.E18-B-20908 REACTION TiRFArMON -- / ITABU LF_ COLUMN A/1.5 LOAD GROU HL VL J LNL DL I 0.0 1 0.91 0.0 CDLL 5 1 0.01 0.41 0.0 LL 0.0 0.0 WL+ -3.973 A -10.8 0.0 WL- 5 1 4.359 -10.61 0.0 DIL I Roof Dead Load COLL Roof Collateral Load U. Roof Live Load wL+ Wind Load as inward acting pressure WL- Wind Load as outward acting pressure Soldier column at A/1.5 FRAME A�R USER NAM�gII DAlE:10/30//17 PAGE2-2 ..I 80./15./25.41] 20f60 JOB NM/EI20906A FILEframe.2.fre JPPCRT REACTORS FOR EACH LOAD GROUP g%7 : "I" 2 TIMEYI:22;21 01E9((1 All rwclbne am In kba and kip-ft. (2 Prknary wind load caeca are rat c%-- (3 X-owing reactive (RBPULW antl NBUPEO) are co n oriel wIUN f and LED groups anly. REACTION NOTATN)NS rt �7 - HR HL-ice iVI t COLUMN IF e-A '-D.5 VL LNL HR VR LNR H1 VI LN7 1.8 0.0 -0.2 1.8 0.0 0.0 45 0.0 1J 0.0 -0.3 1.7 0.O -0.0 4.7 0.0 5.8 0.0 -0.17,8-17w2 0.0 -0.0 7.0 0.0 0.0 5.7 5.7 0.0 4..2 0.0 FLOADGROUPrHL 51 5.1 0.0 5.. ca 0.0 -0.0 ta.2 0.0 -18,0 0.0 -1..2 0.0 -0.0 -J0.3 0.0 - 0.02w8-1.2 0.0 -14.3 0.0 4. 0.0-11..1 0.0 O0O 0.0 -34.2 0.0 2.3 2.3 0.0-11.1 0.0 00 -18.2 a.0 -18.8 0.0 -8.1 0.00.0 -30.8 0 -13.8 -25.6Do 0.0 -C.00LWL2 -0.9 -10.3 0.0-14.6 0.0 -0.0 -30.6 0.0LWL3 -18 -10.2 0.0-2.0 0.a -0.0 -14.6 0.0 L'AL4 -1.7 -38. 0,0-8.5 0.0 -0.0 -14.B 0.0 ROOM W _D. 138 0.00.0 0.0 0.0 -0.1 0.0 1 OAn nROLm OIL MSCFAVMM Roof Dead Load COL- Roof Collateral Load PLL1 Pattern LIVE Load [PLLkx] Pil Pattern Uw Load [PLLxx] U. Roof Live Load &I Wind fran Leff to Right with +GCpI WL2 Wind from Left to Right with -GCpI W_3 Wind Rom Right to Left with +GCpI WL4 Wind from Right to Left with -GCpI LWLI Wind from Front to Book with +GCpI RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Wind from Front to Back with -GCpI LWL3 Wind from Back to Front with +GCpI LWL4 Wind from Back to Front with -GCpI RBDWLW Downward Acting Rod Brace Load from I -Mg. Wind AOMBOI/LL NOZS ( 1 ) Pattern live or snow load cause are not concurrent with any other Ilw or snow lead caeee. SUPPORT REACTIONS FGR EACH LOAD GROUP JOB NAME:I6-8-20908 NOTES(A All reactor. are In kip and kip-ft. reactions.. 2 The seismic averetrangth factor (Omega) Is not Included In the "LEo' Load P REACTION NOTATIONS C B0 HL +A LNL - 3t1 HL VL Ivan rRnIIP REACTION TABLE COLUMN F/1 LOAD GROUP HL V. LNL RBUPLW 1 5,621 15.38 0.0 RBUPEQ Upward Acting Rod Brace Load from Langit. Sslamlo RBUPLW Upward Acting Rod Brace Load from Longitud. Wind Glenda anchor reactions NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANCE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). .)A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b)RIGID FRAMES (1)GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b)INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (p) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c)ENDWALLS (1)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d)ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE, THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. a) ANCHOR RODS ARE ASTM F1554 Dr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X-BRACING (1)R ACING REACTIONS, HAVE BEEN INCLUDED IN VALUES SHOWN IN THE (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X-BRACING IS PRESENT IN THE SIDEWALL. INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEO AND RSDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR. Do (3)FOR CANADA BUILDING CODE (NBC), WHEN X-BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL. INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEO & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFeSa(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO a)FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 ISC, 2015 IBC, OR 2014 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. b) FOR IBC CODES, THE SEISMIC REACTIONS PROVIDED ARE AT A STRENGTH LEVEL AND DO NOT CONTAIN THE RHO FACTOR. a) FOR NBCC CODES, THE SEISMIC REACTIONS PROVIDED DO NOT CONTAIN THE ROR. FACTOR. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. _ x O O A h `h ti $ oe U 2 c _ Ci 4j C? a g c 'a O NOf m U m o 0 6 H M � O U +2 Or E _, 1 LL1 LO U 2ozw El®' vi Qyaa 'QNO O Mu -a 4 e 1 cz t` i is Fyn NN "V ¢ U N ❑ U V U 2 0m� 0<} p0I�JED W, Z>Ja 1 '- Own O c N NOut p U QNUJ O Scale: NOT 70 SCALE Drown by R8 11/6/17 Checked by. TP 11/8/17 Project Engineer: GL Job Number: 16-8-20906-1 Sheet Number: F3 of 3 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. UU No. 67621 ' a y lE ���;tl *'W ta7/ 0�►_'e._ STATE OF •e;`:� A A • I `II 1, I' 1, I 1 J V