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HomeMy WebLinkAboutApproved PlansTHIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE ORDER DOCUMENTATION AND THE APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. THE LOADS ARE APPLIED TO THE STRUCTURE IN ACCORDANCE WiTH THE FOLLOWING AS INDICATED. CODE BUILDING CODE: FBC 14 PRIMARY FRAMING: AISC10 SECONDARY FRAMING: NAUS07 DEFLECTIONS RIGID FRAME: H/60 RIGID FRAME: L/180 PURLINS: L/150 GIFTS: L/90 ENDWALL COLUMNS: H/90 ENDWALL RAFTERS: L/180 BRACING: H/60 LOADS ILL: 20 psf, with tributary reduction allowed COLLATERAL LOAD: 3 psf SNOW LOAD: Pg=0.0 psf Pf=0.0 psf Is=1.00 Ce=1.0 Ct=1.0 WIND LOAD: Vult=165 mph Vosd=128 mph Risk Category-4 EXPO@ure=C Internal Pressure Coefficient: V-0.18 Design Wind Pressure=53,17 psf SEISMIC DESIGN DATA: Risk Category --I] Sds=0.059 Shc=0.045 Site Class=D le= 1,00 Ss=0.055 S1=0.028 Seismic Design Category --A Seismic -force -resisting System Transverse Load: Steel Systems Not Specifically Detailed For Seismic Resistance V= 0.548 kips R=3.00 Cs=0.017 (Equivalent Lateral Force Procedure) Components & Cladding (Factored) Width Pressure(psf ) Suction(psf ) Zone (ft) Member Panel Member Panel 1 11.47 16.29 -31.26 -34.44 2 11.47 16.29 -44.08 -59.58 3 6.00 11.47 16.29 -44.08 -59.58 4 6.00 11.47 16.29 -69.40 -88.51 5 30.36 37.62 -33.54 -40.86 6 6.00 30.36 37.62 -35.89 -50.26 6 5 6 4 3 4 2 1 2 4 3 4 4 3 4 2 1 2 4 3 4 6 5 6 MAIN BUILDING , NO EXCfPTIONTAWN E1 N07 RtAtK 3REJECTED REVISE SUBMIT SPECIFYED- ITEPO is only for general Conformance wit', 1 concept of the protect and genera gwith the inforfnatwn Ivan in the ments. Any action s n is Sufi L requirements a, the plans and }ors, Contractor is responsible for. nee which she,, De confi rmed Id and c i a techntquesOT,,,"ur "'-••, --- ._ .,A, with that of all other trades and Team AtclIlecWm, I DG hate r_-;� • 1I I Components & Cladding (Factored) " Width Pressure(psf ) Suction(psf ) Zone (ft) Member Panel Member Panel 1 10.89 13.14 -41.80 -53.64 2 10.89 13.14 -65.79 -92.98 3 28.74 35.64 -31.74 -38.70 4 3.00 28,74 35.64 -33.96 -47.60 4 3 4 4 4 3 2 1 2 3 4 4 4 3 4 ROOF 26Ga. USA PBR PANEL FASTENERS PANEL COLOR: UNITED WHITE (UNICOTE 2000) UL90 CONST#: #12 SOS MEMBER & LAPTEK STITCH (LONGLIFE) WALL 26Ga. USA PBR PANEL FASTENERS PANEL COLOR:LIGHT STONE (UNICOTE 2000) #12 SIDS MEMBER & LAPTEK STITCH (LONGLIFE) ROOF & WALL STD. GUTTER DOWNSPOUT RAKE CORNER JAMB & HEAD MFO1 BASE TRIM TRIM LIGHT STONE (2000) LIGHT STONE (2000) LIGHT STONE (2000) LIGHT STONE (2000) LIGHT STONE (2000) LIGHT STONE (2000) GENERAL NOTES 1.1 Fabrication shall be in accordance with U.S.A.'s standard practices in compliance with the applicable sections, relating to design requirements and allowable stresses of the latest edition of the "AWS Structural Welding Code D1.1'. U.S.A.'s manufacturing procedures have been certified by. Reference Certification numbers I.A.S. - AC172 FA=327 MIAMI-DADE COUNTY # 08-1008.01 Houston U'S'A' 135 Texas Engineering Firm 143 Member MBMA I.A.S. - AC472 MB-149 1.2 PRIMER Shop primer paint Is a rust inhibitive primer which meets the end performance of Federal Specification TT-P-664 and is U.S.A.'s standard Grey color (UON). This paint is not intended for long term exposure to the elements. U.S.A. is not responsible for any deterioration of the shop primer paint as a result of Improper handling and/or storage. U.S.A. shall not be responsible for any field applied paint and/or coatings. (Section 6.5 AISC Code of Standard Practice, 13th Edition) 1.3 GALVANIZED OR SPECIAL COATINGS Reference Contract Documents. 1.4 ALL.. BOLTS ARE 1/2"0 x 0'-1" A307 EXCEPT: a Eave strut connection - 1/2"0 x 0'-1 1/4" A307 b Main frame connections - SEE CROSS SECTION NOTE: Washers are not supplied unless noted otherwise an drawing 1.5 MATERIALS. Wide Flange Shapes Other Rolled Mill Shapes Structural Steel Plate (Webs/Connections) Structural Steel Plate (Flanges) Cold Formed Light Gage Shapes Cable Bracing Rod Bracing Roof and Wall Sheeting Machine Bolts High Strength Bolts (1/2"0 to 1'0) High Strength Bolts (1 1/8'0 to 1 1/2'0) Anchor Bolts (if applied) Pipe H.S.S. TUBE ASTM DESIGNATION MINIMUM YIELD f U. N! ) A572 or A992 FY = 50 KSI A36 or A572 FY = 36 KSI or 50 KSI A1011 or A572 FY = 55 KSI A529 or A572 FY = 55 KSI A1011SS / HSLAS CLASS i FY = 55 KSI A475-78 Extra High StranSW A36 FY = 36 KSI` A792 FY = 50 , 80 KSI A307 FY = 36 KSI A325-N FU = 120 KSI A325-N FU = 105 KSI - F1554 FY = 36 KSI A53, GRADE B FY = 35 KSI A500, GRADE C FY = 46 KSI 1.6 HIGH -STRENGTH BOLT TIGHTENING REQUIREMENTS High Strength Bolts are ASTM A325-N, unless otherwise noted All high strength bolts shall be mug -tight unless otherwise specifically noted for particular connection details. Moment Frames and Moment Connections shall be fully-pretensioned where noted on drawings. Tension -Control Bolts and/or Load Indicating washers shall be supplied by PEMB where shown on drawings. Turn -of -the -nut and calibrated wrench method are also acceptable means. NOL The Pre -installation verification procedure requires the use of a "tension calibrator which is a hydraulic tension indicating device, such as a Skidmore Testing Device. All ASTM A325 bolts are provided with lubricated nuts. The erector should employ proper job site handling and storage procedures to protect fastener assemblies against excessive weathering and exposure to dust, dirt, moisture, heat, mt. Depending on job site handling and the severity of job site conditions, it may be necessary to re -lubricate the nuts. The necessity for reapplying lubricant may be determined by pre -installation verification as reference above. For additional information an job site storage and handling, see AISC 13th Ed., Clipper 16.2, Section2.2. 1.7 CLOSURE STRIPS ARE FURNISHED FOR APPLICATION: INSIDE- Under roof panels at save OUTSIDE - Between endwall panels and rake trim - Under continuous ridge vent skirts - Betwem sidewall panels and save trim 1.8 ERECTION & TEMPORARY SUPPORTS, The erector is responsible to determine, furnish and install all required temporary supports and bracing. These temporary supports and bracing shall be sufficient to secure the building and / or bore structural steel against lads likely to be encountered during erection including those due to wind load and erection operations. (Section 7.10.3 AISC Code of Standard Practice) BUYER/END USE CUSTOMER RESPONSIBILITIES 2.1 It Is the responsibility of the BUYER/END USE CUSTOMER to obtain appropriate approvals and secure necessary permits from City, County, State, or Federal Agencies as required, and to advise/release U.S.A. to fabricate upon receiving such. 2.2 United Structures of America's (hereafter referred to as U.S.A.) standard specifications apply unless stipulated otherwise In the Contract Documents. U.S.A.'s design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work with any other interpretations to the contrary notwithstanding. It is understood by both Parties that the BUYER/END USE CUSTOMER is responsible for clarifcatim of Inclusions or exclusions from the architectural plans and/or specifications. 2.3 In case of discrepancies between U.S.A.'s structural steel plans and plans for other trades, U.S.A.'s plans shall govern. (Section. 3 AISC Code of Standard Practices) 2.4 Approval of U.S.A. drawings and calculations indicates that U.S.A. has correctly interpreted and applied the Contract Documents. This approval constitutes the contractor/owners acceptance of the U.S.A.'s design concepts, assumptions, and loading. (Section 4 AISC Code and MBMA 3.3.3) 2.5 Once the BUYER/END USE CUSTOMER has signed U.S.A.'s Approval Package and the project is released for fabrication, changes shall be billed to the BUYER/q END USE CUSTOMER including material, engineering and other costs. An additional fee may be charged if the project must be moved from the fabrication and shipping schedule. 2.6 The BUYER/END USE CUSTOMER is responsible for overall project coordination. All interface, compatibility, and design considerations concerning any materials not furnished by U.S.A. and U.S.A.'s steel system are to be considered and coordinated by the BUYER/END USE CUSTOMER. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or U.S.A.'s assumptions will govern (Section 4 and Commentary, AISC Code of Standard Practice) 2.7 It is the responsibility of the BUYER/END USE CUSTOMER to insure that U.S.A.'s plans comply with the applicable requirements of any governing building authorities. The supplying of sealed engineering data and drawings for the metal building system does not imply or constitute an agreement that U.S.A. or its design engineers are acting as the engineer of record or design professional for a construction project. These drawings are sealed only to certify the design of the structural components furnished by U.S.A. 2.8 The BUYER/END USE CUSTOMER is responsible for setting of anchor bolts and erection of steel in accordance with U.S.A.'s 'For Construction* drawings only. Temporary supports such as guys, braces, folsework, cribbing or other elements required for the erection operation shall be determined and furnished and installed by the erector. No items should be purchased from a preliminary set of drawings, including anchor bolts. Use only final "FOR CONSTRUCTION DRAWINGS" for this use. (Section 7 AISC Code of Standard Practice.) 2.9 United Structures of America is responsible for the design of anchor bolts to permit the transfer of forces between the base plate and the anchor bolt in shear, bearing and tension, but is not responsible for the transfer of anchor bolt forces to the concrete or the adequacy of the anchor bolt in relation to the concrete. Unless otherwise provided in the Order Documents, United Structures of America does not design and is not responsible for the design, material and construction of the foundation or foundation embedment's. The END USE CUSTOMER should assure himself that adequate provisions are made in the foundation design for loads imposed by column reactions of the building, other Imposed loads, and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer experienced In the design of such structures. (Section IV MBMA Low Rise Building Systems Manual) 2.10 Normal erection operations include the corrections of mina misfits by moderate amounts of reaming, chipping, welding or cutting, and the drawing of elements Into line through the use of drift pins. Errors which cannot be corrected by the foregoing means or which require major changes in member configuration are to be reported immediately to U.S.A. by the BUYER/END USE CUSTOMER, to enable whoever Is responsible either to correct the error or to approve the most efficient and economic method of correction to be used by others. (Section 7 AISC Code of Standard Practice, 9th Edition) 2.11 FIELD MODIFICATIONS - WARNING Neither the fabricator nor the BUYER/END USE CUSTOMER will cut, drill a otherwise alter his work, or the work of other trades, to accommodate other trades, unless such work is clearly specified In the contract documents. Whenever such work is specified, the BUYER/END USE CUSTOMER is responsible fa furnishing complete Information as to materials, size, location and number of alterations prior to preparation of shop drawings. (Section 7 AISC Code of Standard Practice, 9th Edition) The strength, stability, and safety of this building may be affected by cutting, drilling or removing any components of the building. No such modifications may be made without the written approval of United Structures of America, Inc Collateral loads or other components provided by others may be supported on this building in the designated locations if specifically Included in the design loads. Unless the connections fa such components have been designed and detailed by CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 I, k-' a 0 Z Z O_ O_ o F F- U U U Of H- F o to V) 00 U U on vI 1.9 ERECTION AND UNLOADING NOT BY U.S.A. U.S.A. the customer Is responsible to ensure appropriate connection details are utilized. Z12 WARNING In no case should Aluminized Zinc steel panels be used 1.10 SHORTAGES in conjunction with lead or copper. Both lad and copper have harmful Any claims or shortages by buyer must be made to U.S.A. within five (5) corrosive effects on the Aluminized Zinc alloy coating when they are working days after delivery, or such claims will be considered to have in contact with Aluminized Zinc steel panels. Even run-off from copper been waived by the customer and disallowed. flashing, wiring, or tubing onto Aluminized Zinc should be avoided. 2.13 SAFETY COMMITMENT UNITED STRUCTURES of AMERICA has a commitment 1.11 CORRECTIONS OF ERRORS AND REPAIRS BMA 6101 to manufacture quality building components that can be safely erected. Claims for correction of alleged misfits will be diallowed unless U.S.A. However, the safety commitment and job site practices of the erector shall have received prior notice thereof and allowed reasonable inspection \,II i �' are beyond the control of U.S.A. of such misfits. The correction of minor misfits by the use of drift It is strongly recommended that safe working conditions and accident chippng ins to Braw the and cutting, andents into the replacement off minor derate shortag snte of hortages miag, \\\\ P(„MU(�y //// and Federarevention l safety and healthractices be the top priority shoulof d alwajob ys be ollowedState, to het are a normal part of erection and are not subject to claim. No part �GENSF"••.,� ,ensure w safety. Make certain all employees know the safest and p the Building may be returned for alleged misfits without the prior ost pr ctive way of erecting a building. Emergency procedures JOB: 49172 approval of U.S.A. �: NO 91 ul known to all employees. y as s highlighting safety procedures are also recommended. The DRAWN BY: JLM 1.12 ERECTOR NOTE m of hard hats, rubber sole shoes fa roof work, proper equipment for Erect steel with piece marks corresponding to location of pia a i tV handlingg material, and safety nets where liable, are recommended. erection drawings. Erect and plumb bays progressively to Insure ovealCw' STATE OF ': Cvractors/Eretors should be aware of 0 re platters fa Steel Erection. DATE: 5/1 /17 and length is maintained. �''• _ 'the following OSHA Regulations (Standards 29 C are applicable to Steel Erectim: i 0 •, F tQP.:'�,,��SHA Stool Erection Regulations, Part Number 1926, Subpart °R' CHKD BY: 1.13 ACCESSORIESI •�C,y� Manufacturer is not responsible for badly infuris or material damage Accessories are not wind rated. /� S`/ONAIl- <v \\\� during unlading, hurdling, storage, or erotism. DATE: 1.14 ROOF SYSTEMS //I ) , `\\ The performance of roof systems supplied by USA is dependent on corect and a 5 2017 ANAN ALMUGHRABI SCALE: N.T. proper erection and roof system Installation by qualified fapfing installers. USA o LIC. NO. 54910 not responsible for non-performance due to improper or defective installation. USA does not certify erectors or roofing installers. EXP. Feb. 2019 DESIGN CRITERIA & UNITED STRUCTURES OF AMEN T S 1912 BUSCHONG HOUSTON, TX 77039 AJU17 0 DOWNSPOUT LOCATIONS ..RN WA Mm m MAIN BUILDING 12'-0" ROOF SHEETING PLAN PANELS: 26 Go. PER - UNITED WHITE - UNICOTE 2000 0 0 0 ,_J LEAN-TO m 0 0 W s O Q .. .......... No, 54910 'A '• STATE OF ZZ MAY 0 5 2017 1 W Q V) 0!� w O O_f O c U C z Z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 FW- a 0 0 F n a: U V1 W O O H d Q W N m W U M m Y } 7 N M F-_ S [IfQ ¢ Z J 3 m 00 Oti �r'QM a�a cc W � OO U Lu cn o U 0- JOB #: 49172 DRAWN BY: JLM DATE: 5/1/17 CHKD BY: DATE: SCALE: N.T.S. ROOF SHEETING DWG # E2 O DOWNSPOUT LOCATIONS FIN. FLOUT GIRT 1'-41 r t'-4IJ2 LAPS TTi'-4112. 1'-4-4112. SIDEWALL ELEVATION: FRAME LINE D MAIN BUILDING Q Q Q Q O O O 0 1I1LLV VV I FRIlLLJ f 1\L4' V tI11 SIDEWALL SHEETING & TRIM: FRAME LINE D PANELS: 26 Ga. PER - UGHT STONE - UNICOTE 2000 111.. 1 LV VI\ 41'-0' OUT -TO -OUT OF SUCTION STRAPS OPEN FOR I PASSAGE r I I I I - -- - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - 17'-2" OEM SIDEWALL ELEVATION: FRAME LINE E ❑1 1❑ I OPEN FOR PASSAGE I I I L- - - - - - - - - - - - - - - - - - - - - - - - - - - - SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. PER - UGHT STONE - UNICOTE 2000 I I � I I I I I PN SAL -5 s �n�e,/' No. 54910 0 STATE OF 'Q ` f;1Ill I MAY 0 5 2017 Q U W � W Q � W Q O co Of W O z 0- ZD O to U c z W z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 mm O F a U w 0 U Cl Cl CL CL JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. SIDEWALL ELEVATIONS DWG # E3 0 DOWNSPOUT LOCAJONS M \ FIN. FLOOR i 101-0" GIRT 1' 41 LAPS t' 41/2' SIDEWALL ELEVATION: FRAME LINE A MAIN BUILDING ❑1 ❑ FIELD CUT ". w� \, , i SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PBR - LIGHT STONE - UNICOTE 2000 10'-0" 12 OUT -TO -OUT OF STEEL Q3" SUCTION STRAP as v N I D16 I I I III PASSAGE I I -- II l FIN. FLOOR Q3" 12 ENDWALL ELEVATION: FRAME LINE 3 LEAN-TO Q Q v —_I I I I ' I OPEN FOR PASSAGE L---------r ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Ga. PER - LIGHT STONE - UNICOTE 2000 AL!v* / * : NO. 54910 s7 ®% A7EOF �\ ..............GelN MAY 0 5 2017 U W Lu O V) tyf w ry I— U� CC 15O �v uz w z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 im o ♦- U0 F a � � w V) U) zz 00 U U 0 a it 0 N m W U Ut M Q M rn } LJi p�f W z W S J } m N or m M Of J d W O w Ln CD� CL U d JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. WALL ELEVATIONS DWG # E4 Q U w � W Q � U- a 0 A 60'-0" OUT -TO -OUT OF STEEL D 10'-0" LLJ E L7 OUT -TO -OUT OF STEEL o 20'-0" 20'-0" 20'-0" o 123" � U F12 � z Q7 FW- _ B9 \ Z SUCTION STRAP 3" CORPORATE OFFICE W7 -_ _ 12 1912 BUSCHONG 06 3" HOUSTON, TX 77039 12 281-442-8247 / PORTLAND FACILITY 214 FOUNTAINHEAD ROAD AF �_ PORTLAND, TN 37148 1 m6 1, 615-325-7351 o V o I o I� D12 co ¢ min t, // OPEN FOR I M I / `, PASSAGE I i I o 02 / tJ I I d ` 11 0 0 ------------------------------------------------- - ---------F�J Z I=i I I I oA I F U U a � � GIRT P-n f P-n 1/2' N FIN. FLOOR LAPS t'-tt 1/2' 1'-n 1/2' o In to Z Z ENDWALL ELEVATION: FRAME LINE 1 000 LEAN-TO WO MAIN BUILDING N 0 Q Q Q Q 'z�3" 3. � \\\\� P ,.. Ac E IV 12 O12 _ No. 54910 F�'M vt�n wz 2'-0' LAP I �� ; STATE OF ;:'4�\ ¢ M a a I �m `�,ORIOF rn 3'� // S� jG \\ c� n�o ¢~o 12 Li MAY 0 5 2017 U O O U I U a m a m�� OPEN FOR i =� PASSAGE a LT ¢ H=� -- -- -- -- -- -- - ---------� aZ U X � � W JOB #; 49172 DRAWN BY: JLM ENDWALL SHEETING & TRIM: FRAME LINE 1 DATE: 5/1/17 PANELS: 26 Go. PBR - UGHT STONE - UNICOTE 2000 CHKD BY: DATE: SCALE: N.T.S. ENDWALL ELEVATION DWG # E5 y� 'III IT . .. ■ LL LL n u Tape Sealer w/ Screws @ 12" On Center Rake Angle Rake Trim — RT01 I—)1, Purlin PBR Roof Panel (3 20'-0" - ------'---r----.-- I ------------------ -------- ---------------------------------------------r"'"__---- Screws @ 12" On Center O O I O O I I I I I I I I I I I I 0 Oi ;O O Outside Closure W PBR Wall —� �' I� }- \(2) 3/4" A325 Bolts Panel Stub Column Screws @ 12" On Center I.S. Closure Drip Trim (DPO1) Rubber Weatherstripping (Not by USA) Attachment Not by USA 3/4" Round —Head Bolts — Screws @ 12" On Center Outside Closure PBR Wall Panel II III II ,II II II lil II 7--i J Stiffener Plate M.F. Rafter Jamb Trim (DJO1) Hydraulic Lift Door Assembly (Not by USA) SECTION "A"/E7 Strut 4'-7" Endwall Column Wall Girt T�z ________ r OI I 1 I I L__ PBR Endwall Panel Jamb Flashing (SF01) M.F. Rafter y 50'-10" 50'-6" Angle (30" O.C.) for Door Frame Attachment / Hydraulic Lift Door Assembly (Not by USA) II II 11 II II II II II II II II II II II II r--rT- n u a II II I ❑ II II PBR Door Panel SECTION "B" E7 4'-7" Endwall Column ------------------- O' 1 / I I I OI I U �o W � W (¢ (D cn Of w O Ld U � � O N U L z z— ZD CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 m � m 0 No.54910 •i ]IC � N O M 0 \. STATE OF \ F� } n Z M J t Y O yj zoo M 00 CDZ " MAY 0 5 2017 w 0Uj U d Wall Girt PBR Endwall Panel Member Screw At 12" O.C. imb Trim (DJOI) JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. SECTION DRAWINGS IDWO # E7 I BOLTS BOLTS AND SPLICE PLATE TABLE TO BE PRETENSIONED U.N. SPLICE QTY WASHER MARK TOP/BOT/INT TYPE DIA LENGTH QTY WIDTH THICK LENGTH SP- 1 4 4 2 A325 3/4" 2 1/4" 8 6" 1/2" 2--7 1/4" SP- 2 4 4 0 A325 3/4 2 1/4 8 6" 1/2 1 -11 5/8n SP- 3 4 0 0 A325 5/8n 2 1/2n 4 6- 1/2" 1-0 3/8' SP- 4 4 0 0 A325 5/8" 1 3/4" 4 6" 1/2" 1'-O 3/8" FLANGE BRACE TABLE FRAME LINE 3 4 MEMBER OFFSET D ID SIDES MARK SIZE (REF G2 & H2) 1 1 FB7A L2X2X14 2'-2" 2 1 F138A L2X2X14 2'-2" 3 1 FB6A L2X2X14 2'-2" 4 1 FB4A L2X2X14 2'-2" 5 1 FB3A L2X2X14 2'-2" 6 1 FB1ODA L2X2X14 2'-2" BUILDING CROSS SECTION: FRAME LINES "2" '3' `4' MAIN BUILDING LEAN-TO AT LINES '2' & '3' ONLY '8" 3" 12 ri No.54970 C% 73 o; srgrEOF '•........ OR.. ....... /� mII11`\ MAY 0 5 2017 U Zr o w �w w¢ 0 (n � w F-- n U � �o �o uz w z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 m � m zz 00 o H 0 F U U N x fy o � � z z 010 .00 0 N H a 0 m 7 Z Waz Q m w Z � � W Z � rn w o w N O O 0- U 0— JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. CROSS SECTION # E8 ROOF STEEL LINE ROOF STEEL LINE 1'-2 1 -2 EAVE STRUT PURLIN RIGID FRAME w 1 PURLIN MEMBER PURLIN •A° BF FTER RAFTER Q SCREW `o • o o • o 0 cn � e e CD • • O O • • O WIDE FLANGE ' ' -------- --- ---"-- -_ - ___ -- _ _ SHEETING - CORNER COLUMN °I SHEETING ANGLE O ANGLE FLANGE BRACE _ " (4) 1/2• DIA x 1 1/a• A325 „ B.F. RAFTER (B) 3/4" DIM. A325s W/ 1/2" PLATE u CD (n „ „ (IF READ) (4) 1 /2 xt A307 WALL II SECTION "A" WELDED U 1/2" x 0'-1 A307s FLANGE BRACE MACH BOLTS GIRT " WiDE FLANGE FOR ERECTION PURPOSE d P ENDWALL COLUMN CLIPS ° o z ~ — END RAFTER RAFTER ZD ("CEE" OR c A MAIN FRAME ;; ENDWALL CORPORATE 1912 BUSCHONG OFFICE RAFTER COLUMN HOUSTON, TX 77039 A7 SECTION THRU ENDWALL RAFTER A10 ROOF PURLIN TO EXPANDABLE ENDWALL O g 6 ENDWALL RAFTER TO CORNER COLUMN g9 '' INTERIOR COLUMN TO ENDWALL RAFTER B35 ENDWALL RAFTER TO COLUMN 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 (8) 1/2"A" A307 BOLT 1/2"x1" A307 MACH BOLT SIDEWALL GIRT/CEE m � m (TYP ® GIRT CONN) (TYP UNL NTD) ENDWALL GIRT CORNER COLUMN FLANGE BRACE GIRT GIRT I RIGID FRAME COLUMN ENDWALL GIRT —� o (REF ELEV FOR LOC) I I M to o; O ' i (4) 1/2" x 1" A307 BOLTS p p PEAK PURUN Z Z O ENDWALL COLUMN NDWALL GIRT/CEE ZO 0 0 HOT ROLLED o `'Zo Lij ET oI ENDWALL COLUMN " J �� N w p 10 ° COLUMN FIELD BLOCK w N p p II ------------- ---___ n z O z O 'O o' ' I a ¢ ° GIRTS AS O O ENDWALL REQUIRED r " Erg— 1/2" x 1" A307 BOLTS (TYP.) 8 5 8 DIA.x 2 A325 W HARDENED WASHERS U U ENDWALL GIRT —�il � FOR LAP GIRT O- O Ij -R' 1/2"x1" FLAT HEAD BOLT O O T ENDWALL STEEL LINES END RAFTER L ENDWALL GIRT FIELD BLOCK GIRT/CEE Ln 4 END RAFTER (4) 1/2" x 1" A307 BOLTS 1 STEEL LINE 1 -2 CORNER COLUMN TO WALL GIRT a F� 2 RAFTER SPLICE O N C6 HOT ROLLED ENDWALL COLUMN C12 ENDWALL COLUMN TO WALL GIRT D16 O CORNER DETAIL AT RF COLUMN AT SURFACE CHANGE 0 N m ERECTOR CONNECTION NOTE: INT FRAME w 0 m M < rn WHEN YOU HAVE A BY-PASS CONDITION WHERE CARTS SHARE A COMMON CONNECTION, YOU MUST FIRST USE A RUT HEAD BOLT ��� I I I I I ((// /�/ > n M Cn M REF ROOF TCANNOTA BE Oi USED IINTTHS TO THEUND HEAD BOLTS ITT MUST BE A FLAT COLUMN FLANGE GABLE RAKE ANGLE \\� \\\\\ �N .ALM(/�y ��/i ¢ rn r Yw Z w FRAMING LAYOUT BOLT IN ORDER TO BE FLUSH. THIS WILL ALLOW HAND NGEAVE OF ONE GIRT TO MAKE THE FINAL LAP. THE REMAINING 1/2" 1 1/4,-- STRUT Q�,,' �3cF�SF • 99 s�i o < M ¢ Z J " CONNECTION BOLTS ARE THE STANDARD A307 EAVE STRUT S.D. SCREW X A307 BOLTS \ ''• C� i No, S4910 ¢ 3 rn m (8) 1/2 x 0-1 OFFSET MACHINE BOLTS. (oNE),/zx, #12 Tg :' o Z I o r ¢ o 0 A307 BOLTS (TYP) 1/z x 1 A307 MACH BOLT GRT RAT HEAD A30 BO T _ * * — ° ¢ 7 J d PURLIN FRA E (TYP UNL N1D) OFFSET 7. 0 STATE op : �� L ADDITIONAL FLANGE BRACE (If REW) FLAN BRACE REF: CROSS SECTION 1�4" FRAME % L'••.• F • ��\� �j�iP `"� O P.`.. \\\ S/® ". '•" "'"� C ) 0 a0. IO 0 (A REOD) MAIN FRAME INTERIOR COLUMN (ONE) FLATHEAD SIDEWALL STEEL LINE �N� BOLT PER CONN REFERENCE ROOF FRAMING PLAN FOR CONNECTION DETAILS. m MAY w ADDITIONAL FLANGE FLANGE BRACE o e G GIRT 0 5 2017 0 � p at ti -gF O n , BRACE (IF READ) W/ (2) 1/2 x0-1 DEPTH -g o REF CROSS SECTION A307 BOLTS (TYP) o e " (GIRT LAP ANTRFRAME ENDWALL RAFTER z z o m9 SIDEWALL BAY' DIMENSION GIRT (7) 1/2" A307 BOLTS & (ONE) STEEL LINE 1/2° FLATHEAD A307 BOLT 8 EAVE STRUT TO ENDWALL RAFTER J2 EAVE STRUT TO RIGID FRAME < ti _' W x ROOF PURLIN TO TNT FRAME RAFTER G2 JOB #: 49172 H2 GIRT TO MAIN FRAME COLUMN DRAWN BY: JLM DATE: 5/1/17 CHKD BY: DATE: SCALE: N.T.S. DETAIL DRAWINGS DWG # ST1 EAVE STRUTS ------ - -- ---_-- EAVE STRUT (2) 1/2"xl"A307 MACH BOLTS WALL GIRT — — DOOR JAMB CL23 CL23 CONNECTION -----� =�T-- - PLATE OI -- FRAME COLUMN (6) 1/2° DIA. x I STEEL STEEL 1/a" DOOR JAMB 1 1/4" MACH. BOLTS DOOR HEADER JAMB GIRT SECTION ELEVATION SECTION ELEVATION FIELD DRILL 9/16" DIA. HOLES FOR CL23 CONNECTION!! SECTION ELEVATION 0 ENING SECTION ELEVATION REFERENCE ROOF FRAMING PLAN FOR CONNECTION DETAILS. WIDTH M 3 DOOR HEADER TO DOOR JAMB �g DOOR JAMB TO WALL GIRT 3EAVESTRUT TO S RIGID FRAME 3 G EAVE STRUT TO BY—PASS RIGID FRAME (ALL BOLTS ARE 1/2" x 1") CL23) K3 WALL GIRT TO DOOR JAMB Note: Maximum of (4) Spaces Before Criss —Cross li DOOR JAMB II II PIPE BRACE CONNEC➢ON II Cable Brace STUB Peak Spacer — Attach to Purlins PLATE II COLUMN W/(4) Member Screws II Hillside Washer INSTALLATION FOR SIX OR MORE PURLINS II Eye Bolt -, DOOR 0 Flat Washer HEADER 0 I I Hex Nut Web Of Frame STUB Peak Spacer — Attach to Purlins SECTION ELEVATION COLUMN PLATE W 4 Member Screws IALM�G NOTE: INSTALLATION ���ILI\ \`P FOR SIX OR LESS PURLINS M13 DOOR HEADER TO DOOR JAMB Q12 BACK BRACE TO STUB COLUMN THIS APPLICATION IS TO BE USED ONLY AS SHOWN ON �, .. �1ce •Q ROOF UPLIFT STRAP INSTALLATION `� �SF''•:� NO' S4g�o 9� Q2 CABLE BRACE TO FRAME DETAIL ERECTION DRAWINGS. ' ®; 3TgTE p ii�o`'......! .A...: •'' �/ �\ Member Screw /10111111 \\ � STEELR' or'W Endwall Rake Rigid Rama RaftEave Strut Welded Clip Endwall Girt MAY 0 5 2017 ROOF BEAM Welded Gip BASE ANGLE W/MFO1 Endwall Gut F WALL PANEL FINISH t_� - x - FLOOR I I - �" I I4 I O N ----- Bolted Gip (CL13) Baited alp (CL13) \ Base Angle 15 — RAMSET 0 .� or Channel o 3'-0 o.c. SECTION S OF ENDWALL GIRT TO RAFTER SIDEWALL c=a o 6 W PIPE BRACE T3 o SECTION THRU WALL PANEL W8 SECTION OF ENDWALL GIRT TO RAFTER <m WALL SUCTION STRAP INSTALLATION AND CONCRETE FOUNDATION (ALL BOLTS SHOWN ARE 1/2" x 1" A307) Z�y (FOR PRESSURE AND/OR SUCTION) Q19 BACK BRACE TO ROOF BEAM (ALL BOLTS SHOWN ARE 1/2 x 1 A307) (REFER TO WALL PLAN FOR LOCATION) j X w I Q U w w Li O to Of LJ CD U Of � O N U M Z Ld z ZD CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 10 I N d � m M Q Z MJ T W 0 LU Z 5 J Z ¢� ¢3�co w o Uw1 v) O L) d )OB #: 49172 )RAWN BY: JLM )ATE: 5/1/17 ;HKD BY: )ATE: KALE; N.T.S. DETAIL DRAWINGS )WG # ST2 a U A'+ � O IN (BYLU.S.A.) �+ '� Field Drill )0 Q NOTE: U.S.A. only provides. the ++ a '� �1 +' 9/16 Hole roof purlin. All other material Foc Irk CD and hardware is by others. n 1 Eave Struts (2) SCREWS #12 X 1 1/4" SDS OR #1 X 3/4° STS Eave Strut �\\ ` 0 0 II H—o CLIP ANGLE, BOLTS, HANGER, Strut Purlin =��• Frame N U ETC.. BY OTHERS (If Required) o A CL23 MAX 3/4 CL23 SECTION 'A" (AS SHN.) CORPORATE OFFICE SECTION 'b' (OPP. HND,) HOUSTON, TX 777039 Frame 281-442-8247 Recommended Connection Detail (6) 1 /2' x 1 1 /4" .B. PORTLAND FACILITY NOTE: LOW EAVE STRUT CONNECTION 214 FOUNTAINHEAD ROAD Drilling of holes in flanges of urlins is structural) detrimental to the member. An g g p Y Y WITH CL23 STIFFENER PLATE ++ 8" Zee Strut PORTLAND, TN 37148 615-325-7351 collateral loads, which are included In the purlin design loads, are to be attached by directly to the web only. Q Nil U 1 I Diaphragm(SZ1__) connection m m Field Modifications — Warning Strut Purlin Ref. Cover sheet L2 paragraph 2.11 All Connection Bolts Are o n 1/2" 0 x 1" M.B. Unless f —� Member Otherwise Noted Eave Strut Screws The USA PBR roof must not be I Z o PURLIN PURLIN PURLIN attached to the strut zee. Member I o F- F- On any added roof purlins for edge a stripping requirements, the Screws I SA3 x 1'-0 N panel must be attached 0 1n in to that member. (Field Attach) o 0 Strut zees are located 5'-0" max. c-CLAMP LOW EAVE ALL ROD D BOLT STRUT PURLIN CONNECTION Flange C—Clamp is not Connection through the Connection through the (AT DIAPHRAGM) an acceptable connection flange is not acceptable flange is not acceptable a w 0 m N � M M m W S W ALMU No. 54970 : a% z rn r Of iOt.• SAT `' w CD w Cn a U MAY 0 5 2017 =a3 z 6 `Soles Q w c,m CS Z a z U X = w JOB #: 49172 DRAWN BY: JLM DATE: 5/1/17 CHKD BY; DATE: SCALE; N.T.S. DETAIL DRAWINGS DWG # ST3 Q 12" 12" 12" *Attach to E.S. w/ plain pop rivets ®3'-0 a.c. Inside Closure Roof Panel w w Q " 1 " 912 2 ° 912 21� 1 ,, 1" 9 2 2 2 2 2 3/4" Member Screws o Q At 6" On Center N � Stitch Screws w o MEMBER SCREW LOCATION Detail 'A" At s" On Center � 0- (ALL MEMBERS EXCEPT AS NOTED) Root Panel „ 12 12 12 Panel Cap Trim Member Screws (MK-ET02) O At 12 On Center Rake Trim (Field t0 Match Gutter Cut Endwall Gutter ~n c� Gutter Steel Line Endcap o z LLJ 212' 7" 2' 212 7" 2V' 21 7" 21 Gutter (MK-EG20) Eave Strut Outside Closure & Pop / Pop Rivet & Caulk C Gutter w/ Loose End Cap A Rake Trim (Ad. Miter And ~ — � J Rivets At 12" On Center Wall Panel (Fld. Install) I' Cut Tabs As Req'd) CORPORATE OFFICE MEMBER SCREW LOCATION Detail 'A" LOW EAVE DETAIL WITH 5���' EAVE GUTTER & RAKE TRANSITION 1912 BUSCHONG HOUSTON, TX 77039 (PEAK PURLIN EAVE STRUT AND PANEL END LAPS) EAVE GUTTER (PBR ROOF SHOWN, SSR SIM.) 3" AS REOD 281-442-8247 (SHEETED SIDEWALL) SECTION 'A' PORTLAND 214 FO NTAINHEADITY ROAD Stitch Screws At ontinuous Tape Sealer PORTLAND, TN 37148 20" On Center Sex 33"2 (Standard) 615-325-7351 ; m 1"X 332 (Optional) Roof Steel Line xtended Leg On PBR° Panel V �®TE. Stitch Screws At 12 On Jamb Steel Line 20 0o Screws At o M \ DETAIL »A» SCREW PATTERNS SHOWN, Center With Tape Sealant Under Pop Rivets At Z z Member Screws Roof Panels SATISFY UL-90 Rake Trim (MK-RT01) » 12 On Center F a o 0 REQUIREMENTS FOR ROOF. - --- Roof Panel "R" Field Cut Member screws — Panel panel Edge w ~ THE USA PBR MUST NOT Stitch Screws sheeting Angle "A" Jamb Trim As Required o 0 Continuous Tape Sealer BE ATTACHED TO THE At 12 On Center `- Wall Panel (MK—DJ01) Inside Comer Trim (MK-CT03A) v 38"„ 332"(standard) 2" 4"± STRUT ZEE. ANY ADDED Outside Closure = 1 x 332 (Optional) Purlin ROOF PURLINS FOR EDGE Purlin (Beyond) Wall Panel ( �) JAMB TRIM DETAIL N a a (Must Be Specified On Order) STRIPPING REQUIREMENTS INSIDE CORNER DETAIL SECTION THRU PEAK PURLIN AND PANEL END LAPS MUST MUST BE ATTACHED RAKE DETAIL WITH R N )I PBR PANEL ROOF THAT MEMBER. SHEETED ENDWA1�d- - PANEL 0 m " 12" 12" 12pc W M <� 10 2" 10 2" 10" 2" Stitch Screws At ���I l t l l l i l l ���� ALAR ����,yPN..••`cE•.•UGy�ii� CC a S 0 Q J ¢ Z » 20 On Center Wall Panel ��. Q :'' NSF.. ��'� % o > lr 1. Pop Rivets At No sas,o � ¢ o 0 MEMBER SCREW LOCATION „ „ (2) Screws Between Base Detail B Member 12 On Center `• STATE ALL MEMBERS Screws OF o w 1 " Member And 7 —3 z Girt. Strip away 2" of Steel Line At 12 On Center ;' o (1) Screw Between All I insulation. Fold i�+f'�„`'• •. Rlo...•-'G�a`\� a back the vinyl Other Members. facing. Tuck over f And 1 Screw At All insulation In the O recess t Head Trim m s g o prevent wicking. Member Locations. I L Panel Corner Trim (MK—DH01) Header NF MAY 0 5 2017 M Stitch Screws DETAIL "B" \� (MK—CT01) OUTSIDE CORNER DETAIL HEADER TRIM DETAIL .6 0 ¢?� =No V' PANEL J x W " Recommended Base Detail PBR" PANEL WALL Prevent Edge Creep Damage JOB #: 49172 DRAWN BY: JLM DATE; 5/1/17 CHFFD BY: DATE; SCALE: N.T.S. DETAIL DRAWINGS DWG # ST4 Pop Rivet La 2" Caulk And Po D Channel Q U � o I utter LEAN-TO MAIN BUILDING w Q I. - STEEL LINE STEEL LINE o a Downspout 8 1 8„ N Of Downspout Strap LLJ o , „ M.F. RAFTER I_ a. Panel Field Bend Gutter PBR WALL PANEL 00� PANEL WALL Tabs Into Downspout p Downspout p DP01 (Typ.) � CD N DOWNSPOUT STRAP ATTACHMENT INSIDE CLOSURE Pop Rivet TRANSITIOM TRIM - TT03 z Ref. ST4 for Eave Details DOWNSPOUT TO GUTTER DETAIL SCREWS @ 12" a.c. ----- r __ OUTSIDE CLOSURE W�TAPE SEALER UNDER CLO URE SECTION TRHU OPEN WALL CORPORATEOFFICE Gutter PBR ROOF PANEL w R HOUSTON, Tx 77039 281-442-8247 AT BEAN -TO MEM,fR SCREWS ¢ Eave Strut A @ 12 O.C. PORTLAND FACILITY SHEETING ANGLE ANGLE 4 x 2 x 16 GA. o i' 214 FOUNTAINHEAD ROAD I PORTLAND, TN 37148 Downspout Stra 615-325-7351 (MK-DT--) Field Cut Gutter LEAN-TO RAFTER m m Yith X Pattern Pop Rivet SECTION "A" FLAT FIT�TERIAL W m /Girt FIELD � LEAN-TO BRACKET � M LO Splice I- z (If Req'd) PBR WALL PANEL Z CD 0 00 0 F a �0 � � I O N Wall Panel z z Downspout (MK—DS--) Base Angle w/MF01 Finished Floor D.S. Kickout o. a. a .>..e.. (Install w/ 2 Pop Rivets On 3 Sides) DOWNSPOUT DETAIL AT SHEETED WALL D.S. STRAP QUANTITY EAVE HEIGHT QUANTITY 10'-0 2 12'-0 2 14'-0 2 16'-0 2 20,-0 2 25'-0 3 LEAN-TO TIE-IN TO MAIN BUILDING 000 (ROOF TO WALL TRANSITION) �a VI ¢ 4 O o SECT "A" -"A" ¢ w a 0 �m w Y M C M _ Q Z M rn w z w Q 3 z �1cFH'•.., Of SF•., • � mho 0 0 Qoo w i h1 1,• F OF � � O .RI.D?......:`C� EIAm E5 66 MAY 0 5 2011 12 5 ¢ li =NQ ¢O Nm G Z F U X � J 41 JOB #: 49172 DRAWN BY: JLM DATE: 5/1/17 CHKD BY: DATE: SCALE: N.T.S. DETAIL DRAWINGS DWG # ST5 COLUMN LOCATION PLAN GENERAL NOTES: NOTE: 1Q. The Anchor Bolt Details shown on this drawing locate the Anchor Bolts in reference to the Building Steel Line. ANCHOR BOLT PROJECTION IS FROM THE TOP OF CONCRETE. ©United Structures of America is responsible for the design of the anchor bolt to permit the transfer of forces between the base plate and and the anchor bolt in shear, bearing, and tension, but it is not responsible for the transfer of anchor bolt forces to the concrete or the adequacy of the anchor bolt in relation to the concrete. Unless otherwise provided in the Order Documents, Unoted Structures of America Anchor bolt length is to be determined by the customer. does not design and is not responsible for the design, material, and construction of the foundation embedments. The End Use Customer Embedment length of bolts will vary based on the should assure himself that adequate provisions are made in the foundation design for loads imposed by column reaction§ of the building, foundation design. It is the responsibility of the customer other imposed loads, and bearing capacity of the soil and other conditions of the building site. to determine the proper anchor bolt embedment length. It is recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer §xperienced in the Ref. General Note #2 of this drawings. design of such structures. QBottom of all Base Plates are at the some elevation. (UNLESS NOTED) (If Anchor Bolts are supplied by U.S.A., customer must specify required length to USA). ®NOTE: SHEAR ANGLES AND/OR ANCHOR TIES ARE NOT FURNISHED BY U.S.A. ANCHOR BOLT DETAIL T T �pSN�N 1" (NOT BY USA) * 1/4' UP TO 3/4•DIA I 5/16. OVER 3/4' DIA ASTM F1554, Gr.36 UT DIA. CITY LENGTH 1/2" 16 (NOT BY U.S, 5/8- 24 (NOT BY U.S. 3/4' 36 (NOT BY U.S. 7/8. (NOT BY U.S. 1" (NOT BY U.S. 1 4" (NOT BY U.S. 1/2" (NOT BY U.S. 1��•73d11 CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, IN 37148 615-325-7351 MUMENEENE 0 N 0_ Q iPIM(/ m / No. 54910 M STATE 'sue OFof L��°• —LP MAY 0 5 2017 F- U w CD O a JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. COLUMN LOCATION PLAN DWG # F1 Dia= 5/8" Sw JAMB WRAP Dia= 5/8" Dia= 5/8" Dia= 3/4" __ 81 2" 101 2" N T Z 101 2" Ow 4„ rn II I I II N i 2" 2" 3. 8 1/8" N V' 3 w DETAIL A Dia= 3/4" 3 � w Base EL. 100'-0" DETAIL B Dia= 1/2" I 4" 3„ 2" 2" 8 1/8" Dia= 3/4" 8. I 010 0 010 I DETAIL J Sw Base EL 100'-0" I DETAIL F 4" 3" 8 1/8" Sw Base EL 99'-7" N � Base EL 100'-0" I DETAIL C Sw Base EL. 100'-0" 1 DETAIL G w � N Base EL. 100'-0" DETAIL D Dia= 3/4" 8" I 010 N 52 010 I 4" 3" Sw Base EL. 100'-0" 1 DETAIL H Sw Base EL. 100'-0" 4" 3" 8 1/8" sw Base EL 99'-7" "' B SE TRIM I `BASE ANGLE (RAMSET) � MF01) i— AN. FLOOR SECTION "A" STEEL � SECTION "B" SECTION "C" AN. FLOOR FIN. FLOOR FIN. FLOOR (RA IF REQ'D) SECTION "O" STEEL LINE LEAN-TO T MAIN BUILDING BASE ANGLE (RAMSET) AN. FLOOR SECTION "E" 114I0111; SECTION "FPlMtjo No. 54910 % i STATE OF :` 4 i r R� ••. r 44/ Z MAY 0 5 2017 Q U w F— w Q CD N � wo U � �o N U � z w Z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 F9 :. 0 a 0 m w U ni Q W O W W Z H S M a Z J Q 3 ¢ a w F: O uj N O or CJ CL JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. ANCHOR BOLT DETAILS DWG # F2 NOTES FOR REACTIONS 1. ALL LOADING CONDITIONS ARE EXAMINED AND ONLY MAXIMUM/MINIMUM H OR V AND THE CORRESPONDING H OR V ARE REPORTED. 2. POSITIVE REACTIONS ARE AS SHOWN IN THE SKETCH. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS. 3. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE H POINTING AWAY FROM THE BRACED BAY. THE VERTICAL REACTION IS DOWNWARD. 4. BRACING REACTIONS ARE NOT INCLUDED WITH THE MAIN FRAME OR ENDWALL BASIC COLUMN REACTIONS DISPLAYED ON THIS DRAWING, 5. FOR PURPOSES OF FOUNDATION DESIGN AND ANCHOR BOLT / ANCHOR ROD EMBEDMENT, THE BRACING REACTIONS HAVE BEEN INCLUDED WITH THE MAXIMUM REACTIONS DISPLAYED ON THIS DRAWING. 6. MAIN FRAME LONGITUDINAL WIND AND SEISMIC LOAD CASES ARE LISTED AS "LnNND1", "LnWIND2" AND "SeisLn* RESPECTIVELY, 7. THE METAL BUILDING DESIGN AND ANCHOR ROD SIZING HAVE CONSIDERED BRACING REACTIONS IN COMBINATION WITH OTHER APPUCABLE LOAD CASES. 8. BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: WIDTH (ft): 10 LENGTH (ft): 41 EAVE HEIGHT (ft): 11.5 / 14 ROOF SLOPE (rise/12): 3.0:12 / DEAD LOAD: METAL BUILDING STRUCTURE ONLY COLLATERAL LOAD: 3 psf ROOF LIVE LOAD: 20%0 psf FRAME LIVE LOAD: 19.9 psf ROOF SNOW LOAD: 0 psf WIND SPEED: 165 mpph WIND CODE: FBC 14 EXPOSURE: C ENCLOSURE: FULLY ENCLOSED IMPORTANCE WIND: 1.00 IMPORTANCE SEISMIC: 1.00 SEISMIC DESIGN CATEGORY: A SEISMIC COEFF (Fa*Ss): 0.088 9. LOADING CONDITIONS ARE: 1 Dead+Collateral+Live 2 0.6Dead+0.6Wnd_1eftl 3 0.6Dead+0.6Wmd_Left2 4 0,6Dead+0.6Wnd_Long2L 5 0,6Deod+0.6Wind_Long2R 10. REACTION LOADING CONDITION ABBREVIATIONS ARE: OIL = DEAD CL = COLLATERAL ILL = LIVE SL = SNOW Drift = SNOW DRIFT Slide = SLIDING SNOW WL1 = WIND 1 LEFT (WITH POSITIVE INTERNAL PRESSURE, +GCpi) WR1 = WIND 1 RIGHT (WITH POSITIVE INTERNAL PRESSURE, +GCpi WL2 = W1ND 2 LEFT (WITH NEGATIVE INTERNAL PRESSURE, -GCpi WR2 = WIND 2 RIGHT (WITH NEGATIVE INTERNAL PRESSURE, -GCpi) LnW1NDl = LONGITUDINAL WIND, CASE 1 LnWIND2 = LONGITUDINAL WIND, CASE 2 WP =WIND PRESSURE WS = WIND SUCTION SeismicL = SEISMIC LEFT SeismicR = SEISMIC RIGHT LnSeismic = LONGITUDINAL SEISMIC LnMNDI-L2E = LONGITUDINAL WIND, CASE 1, WIND LEFT EDGE ZONE 2E LnMNDl_R2E = LONGITUDINAL WIND, CASE 1, WIND RIGHT EDGE ZONE 2E LnMND2_L3E = LONGITUDINAL WIND, CASE 2, WIND LEFT EDGE ZONE 3E LnWIND233E = LONGITUDINAL WIND, CASE 2, MIND RIGHT EDGE ZONE 3E E#PAT1L * = ENDWALL PATTERN LIVE E#PAT_SL * = ENDWALL PATTERN SNOW E# - ENDWALL NUMBER 1 - LEFT ENDWALL 2 - RIGHT ENDWALL * - AUXILIARY LOAD ID F#PAT_LL * = RIGID FRAME PATTERN LIVE F AT_SL * = RIGID FRAME PATTERN SNOW F# - RIGID FRAME ID * - AUXILIARY LOAD ID E 1NB_SL_L = ENDWALL UNBALANCED SNOW LEFT E NB_SL_R = ENDWALL UNBALANCED SNOW RIGHT F#UNB_SL_L = RIGID FRAME UNBALANCED SNOW LEFT F#UNB_SL_R = RIGID FRAME UNBALANCED SNOW RIGHT F#CRANEA* = CRANE LOADING, SINGLE CRANE Ff - FRAME NUMBER A - CRANE LOAD CASE FRAME LINES: 1 2 3 H RIGID FRAME: MAXIMUM REACTIONS E D COLUMN LINE Column3eactions(k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 1* E 4 2.6 -4.7 3 -2.8 -1.1 1 0.1 3.6 4 2.6 -4.7 1* Frame lines: 1 2 3 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frome Column -----Dead---- --Collateral- -----Live---- --Wind-Leftl- -Wind-Rightl---Wnd-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1* E 0.0 0.5 0.0 OA 0.0 2.7 -2.2 -5.7 3.7 -5.6 -4.6 -2.4 Frame Column-Wind3ight2---Wind_Longl- --Wind-Long2- Line Line Horiz Vert Horiz Vert Horiz Vert 1* E 1.3 -2.2 4.3 -7.6 4.3 -7.6 1* Frame lines: 1 2 3 BUILDING BRACING REACTIONS t Reactions(k ) -Wall - Col -Wind - -Seismic Loc Line Line Harz Vert Harz Vert L-EW 1 F_SW D R-EW 3 B_SW E 1.2 �q%ind bent in bay acing loads are applied to adjacent building h)Rigid frame at endwall WIND BENT REACTIONS �V V - Wall - Col Loc Line Line B_SW E 2 B_SW E 1 Panel -Shear (lb/ft) Wind Seis t Reactions Wind(k ) Seismic(k ) Harz Vert Harz Vert 0.7 0.7 0.0 0.0 0.7 0.7 0.0 0.0 Note h f) h) a) ¢ U � o w � w w ¢ CD cn cr_ w ZD U� CD V) U CDz w z CORPORATE OFFICE 1912 BUSCHONG HOUSTON, TX 77039 281-442-8247 PORTLAND FACILITY 214 FOUNTAINHEAD ROAD PORTLAND, TN 37148 615-325-7351 ca m' k n 8 0 a `P LMfUOLn m No.54910 % > V) W zw CC a z J STATE OF r N Lo U b Ld Co MAY 0 5 2017 C JOB #: 49172 DRAWN BY: JLM DATE: 5/1 /17 CHKD BY: DATE: SCALE: N.T.S. ANCHOR BOLT REACTIONS DWG # F4