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HomeMy WebLinkAboutFIRE TRAINING FACILITYGENERAL NOTES f. Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretation of the following codes: Ninth Edition RISC Steel Construction Manual ASO, 1986 AISI Cold -Formed -Steel Design Manual, 1996 AWS D1.1 Structural Welding Code -Steel and any other code listed within the Design Information. 2. Mgferigi ASTM Desi notion Minimum_Yeld Hot Rolled Mill Shapes A36 FY=36 KSI Steel Plate/Flat Bar A572 or A529 FY=50 KSI Structural Steel Sheets A570 or A607 FY=50 KSi Cold -Formed Light Gouge Shapes A570 or A607 FY=55 KSi Cable Bracing A475 Extra High Strength Rod Bracing A36 FY=36 KSI Roof and Wolf Sheeting A792 FY-50, 80 KSI Machine Bolts A307 High Strength Bolts A325 Anchor Bolts (by others) A36 FY=36 KSi 3. Finish A All cold --formed structural framing members shall be shot blasted, given one coot (0.5 mils) of premium polyester -bored red primer, then oven baked prior to any fabrication. The -primer contains a 'tvox' type lubricant to facilitate roll forming and deter marring during. these operations. Hair line crazing which may occur during forming operations is considered. normal. B. All other structural framing members shall be cleaned in accordance with the AISC Code of Standard Practice and given one shop coot (1.0 mils) of Whirlwind's standard red oxide primer designed for short term field protection during the erection process. Whirlwind's standard red oxide primer meets the performance specifications of Federal Specification TT-P-6360 and TT-P-664. 4. 611 Bolts are �" x 0'-1!1" A307_Excut: A).-Endwall rafter splice-_-- 8"--x_0'-1 Z" A325-N B). Endwall calumn to rafter connection - 58" x 0'- f li A325 C). Main frame connections - SEE CROSS SECTION 5. A325 Bolt Tightening ReggiremenI All high strength bolts are A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -nut method specified in the 'Specification for Structural Joints Using ASTM A325 or A490 Balls" in the RISC Manual. AN bolted connections unless noted are designed as bearing type connections with boll threads not excluded from the shear plane. 6. Q•losure Strips Furnished, _For_ Roof &21icglio INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rake trim and at the high side me trim ERECTION NOTES 1. Erection Node: All bracing shown and provided by Whirlwind for this building is required and shall be installed by the erector as a 'permanent port of the structure. (Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9)- 2. Temporary supports, such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector {"Code of Standord Practice for Steel Buildings and Bridges` in the RISC Manual; Section 7.9). 3. Normal erection operations include the correction- of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through use of drift pins. Errors which require major changes in the member configuration ore to be reported immediately to Whirlwind by the 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 ('Code of Standard Practice for Steel Buildings and Bridges" in the RISC Manual; Section 7.12). 4, Shortage Any claims or shortages by buyer must be made to Whirlwind within seven (7) working days after delivery, or such claims will be considered to have been waved by the customer and disallowed. 5. Misfit Claims for correction of alleged misfits will be disallowed unless Whirlwind shall have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaccuracies of shop work shall not be construed as misfits. No port of the building may be returned or charges assessed for alleged misfits without prior approval from Whirlwind. 6. Neither Whirlwind nor the customer will cut, drill or otherwise alter their work, or the work of other trades to accommodate other trades unless such work is clearly specified in the controct documents. Whenever such work is specified the customer is responsible for furnishing complete information as to materials, size, location and number of alterations prior to preparation of shop drawings ('Code of Standard Practice for Steel Building and Bridges" in the AISC Manual; Section 7.13). WHIRLWIND S T E E Ll [1VUU11LDINGS CUSTOMER: JOB NUMBER: REFERENCE: JOBSITE: DRAWING PACKAGE FOR DERK HARMSEN CONSTR. 980659 LA PORTE FIRE TRAINING FACILITY HARRIS COUNTY, TEXAS DRAWING SCHEDULE DRAWING NUMBER ISSUE DATE DESCRIPTION C-ONE -- 08.05.98 COVER E-ONE 08.05.98 ROOF FRAMING PLAN E-2 08.05.98 ELEVATION FRAMING F-1 A 08.05.98 ANCHOR BOLTS P-ONE 08.05.98 FRAME X-SECTION S&T-ONE - - SHEETiNG/TRIM - -- D-ONE A 08.05.98 LAP -DETAIL RESPONSIBILITIES f. The Whirlwind Customer, hereafter referred to as the "customer", obtains and pays for ail building permits, licenses. public assessments, paving or utility pro rota, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides at his expense oil plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all pions and specifications comps with the applicable requirements of any governing building authorities. 2. The customer is responsible for identifying oil opplicoble building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate the appropriate specifications, design criteria, and' design loads into the Order Documents submitted to Whirlwind. It is the responsit4ty of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications including the design criteria and design toads incorporated by the Controctor into the Order Documents. Whirlwind is not responsible for making on independent determination of ony local codes or any other requirements not port of the Order Documents. Whirlwind is responsible only for the structural design of the metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Professional or Engineer of Record for the Construction Project Whirlwind is not responsible for the design of any components or materials not provided by it or their interface and connection with the metal building system unless such design responsibility is specifically required by the Order Documents. 3, Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Documents. Whirlwind design, fobricotion, quality criteria, standords, practice, methods and tolerances shall govern the work any 'other interpretations to the contrary not withstanding. It is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. 4. In case of discrepancies between Whirlwind's structural steel plans and dons for other trodes. Whirlwind's shall govern ('Code of Standard Practice for Steel Buildings and Bridges in the RISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. Alt interface, compotibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system ore to be considered and coordinated by the customer. Specific design criterio concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fobricotion, changes shoe be billed to the Contractor including material, engineering and other cost. An additionol fee may be charged if the project must be moved from fabrication and the shipping schedule. 7. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures ore adequate to resist snow drifts, wind foods, or other conditions os a result of the presence of the me(ol building system. APPROVAL MOTES 1. It is imperolive that any changes to these drawings: A) Be made in contrasting ink. B Be legible and unambiguous. C� Hove Ql instances of change .Clearly indicated. j. 2. A dated signature, in the designated areas, is required on all pages. The signature must be from the person authorized on the contract or a person authorized, in writing, by the Whirlwind customer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to avoid misfobricotion. This may impact the delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the controct between Whirlwind and its customer ore not binding on Whirlwind unless subsequently specifically acknowledged and agreed to in writing by change order or separate documentation: 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions and loadings. Once the Whirlwind customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes sholl be billed to the Whirlwind customer including material. engineering and other cost. An additional fee may be charged if the , project must be moved from the fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing an Approval Drawing Waiver Form. Y , STEED. DEStC14 Q0REhRE.E��'� OTHEa CODE REQUI ARE INCLUDED rN CUSTOMER: DERK HARMSEN CONSTR. JOB NO.: 980659 DWG. NO.: C-ONE __ ..... .... - `� ,7 .. �, �� � � �. P - / e s AK400 A-100 AK 1 AK511 y � AK106 - AK 200 A_201 .• - > AK203 AK202 A_204 <Z • A_205 < > AK209 A-2912 4 4 o A_401 1 I n I I AK 19 4 0 0 AK509 60'--0 OUT/OUT OF STEEL 60'-0 OUT/OUT OF STEEL 20'-0 7'-5 1A'-0 18'-7 20'-0 0'- 20`-0 RAKE ANGLE --� s'. 0'-11 0'-11 Z826 ZB2b03 ZB2402 8 RAKE ANGLE GIRTS ZB2404 (TYP U.N.) GIRTS Z02301 (TYP V.N.) GIRTS Z02404 (TYP'U.N.) RAKE ANGLE �E 2 RA1503 E92401 E82401 EB2401 1 RA2003 I ! I I I I I ! I PURLIN AKM2 II i OI p il II , A$'2°Q° �LE AMI Am to a0 AB201 AMI 1 in I 7 201 0 ;' C STR:' Jvs o rr2" X 26 GA. C PX400 Ak4W AK4w ;,)L lxn 0 LAP 0 LAP A ® LAP A 0 6'-0 8'-0 12-1 3' 11731' 15'-9 STRAPS (TYP.) 3' 3' 10'-3 1•_3 BA2000 (TYP.) BA2000 (TYP.) V-4 SIDE FRAMING ELEVATION • I~�d FRAMING ELEVATION COLUMN LINE B COLUMN LINE 4 GIRTS BY—PASS SIMPLE SPAN GIRTS SIMPLE SPAN FLUSH ZB24 ZB23 ZB24 IA ENDIMZB26 ZB26 ZB24 9 8 G4RTS ZB2404 (TYP U.N.) EB2401 m I I I J" I I OA I I i V- 3 2 1 60'-0 OUT/OUT OF STEEL 20'-D 20'-0 GIRTS ZB2301 (TYP U.N.) GIRTS ZB2404 (TYP U.N.) 0 -11 EB2401 E EB2401 I g\ I 0 ! 4'-0 1` 4 I o I NNI Ir �a CABLE :::: . Ak4po Ax4a[ LAP Q LAP 0 -9 5'-0 84 2� �1 1-v LF-o 13Al000 C SIDE FRAMING ELEVATION COLUMN LINE F GIRTS BY --PASS SIMPLE SPAN ZB24 ZB2(p ZB24 : d4dC - rLeAsa v�trr poodi � 0s" SI45 tror- nzhdq r4�S, EAVE STRUT SCREW —STRAP ?'X26CA. REFERENCE / e s AK400 A-100 AK 1 AK511 y � AK106 - AK 200 A_201 .• - > AK203 AK202 A_204 <Z • A_205 < > AK209 A-2912 4 4 o A_401 1 I n I I AK 19 4 0 0 AK509 60'--0 OUT/OUT OF STEEL 60'-0 OUT/OUT OF STEEL 20'-0 7'-5 1A'-0 18'-7 20'-0 0'- 20`-0 RAKE ANGLE --� s'. 0'-11 0'-11 Z826 ZB2b03 ZB2402 8 RAKE ANGLE GIRTS ZB2404 (TYP U.N.) GIRTS Z02301 (TYP V.N.) GIRTS Z02404 (TYP'U.N.) RAKE ANGLE �E 2 RA1503 E92401 E82401 EB2401 1 RA2003 I ! I I I I I ! I PURLIN AKM2 II i OI p il II , A$'2°Q° �LE AMI Am to a0 AB201 AMI 1 in I 7 201 0 ;' C STR:' Jvs o rr2" X 26 GA. C PX400 Ak4W AK4w ;,)L lxn 0 LAP 0 LAP A ® LAP A 0 6'-0 8'-0 12-1 3' 11731' 15'-9 STRAPS (TYP.) 3' 3' 10'-3 1•_3 BA2000 (TYP.) BA2000 (TYP.) V-4 SIDE FRAMING ELEVATION • I~�d FRAMING ELEVATION COLUMN LINE B COLUMN LINE 4 GIRTS BY—PASS SIMPLE SPAN GIRTS SIMPLE SPAN FLUSH ZB24 ZB23 ZB24 IA ENDIMZB26 ZB26 ZB24 9 8 G4RTS ZB2404 (TYP U.N.) EB2401 m I I I J" I I OA I I i V- 3 2 1 60'-0 OUT/OUT OF STEEL 20'-D 20'-0 GIRTS ZB2301 (TYP U.N.) GIRTS ZB2404 (TYP U.N.) 0 -11 EB2401 E EB2401 I g\ I 0 ! 4'-0 1` 4 I o I NNI Ir �a CABLE :::: . Ak4po Ax4a[ LAP Q LAP 0 -9 5'-0 84 2� �1 1-v LF-o 13Al000 C SIDE FRAMING ELEVATION COLUMN LINE F GIRTS BY --PASS SIMPLE SPAN ZB24 ZB2(p ZB24 : d4dC - rLeAsa v�trr poodi � 0s" SI45 tror- nzhdq r4�S, EAVE STRUT SCREW —STRAP ?'X26CA. REFERENCE NOTES 1. CABLES, RODS AND ANGLES ARE MARKED BY THEIR LENGTH 11. USE (2) 5/Er ' X 1-1/2' A-325 IN FEET AND INCHES. BOLTS IF (1) AK400. IS REQUIRED. 2. FIELD CUT OR LAP ANGLES AS REQUIRED TO FIT. 12. FIELD SLOT GIRTS FOR BRACE RODS OR CABLES. 3. ENDWALL GIRTS AND EAVE STRUTS DO NOT LAP. 13. FIELD BOLT AK400 CLIPS TO F.O. JAMBS WITH Q 4. OUTSIDE FLANGES OF GIRTS TURN UP UNLESS NOTED. (2) 1/2" X 1--1/4 . A--325 BOLTS. 5. FIELD LOCATE WINDOWS AND WALK DOORS. 14. FIELD CUT SHEETS FOR ALL OPENINGS. 6. FIELD CUT AND SELF TAP GIRTS AT WALK DOORS. 15. FLANGE BRACES ARE MARKED BY THEIR LENGTH 7. GIRT CLIPS ARE AK200 UNLESS NOTED. IN FEET. INCHES. & EIGHTHS. 8. USE 1/2" DIAMETER BUTTON HEAD BOLTS AT FACE OF FRAMED OPENING. 9. SEE DWG. CD-1 FOR ENDWALL DETAILS. 10. FIELD BOLT BASE CLIPS TO ENDWALL COLUMNS do CORNER COLUMNS USE (2) 51T X 1-3/4" A-325 BOLTS IF (2) AK400-S ARE REQUIRED. F D q A �o . o �lo �T�L RAKE ANGLE 2 RA 1503 I Q AKW2 to I ;r, M"2 � � E STEEL DESIGN ONLY , -2 NO OTHER C OJI 04ENT� INCLUDED AREREFERENCE: LA PORTE FIRE TRAINING FACILITY Rev. Dote Description By Chk'd WHIRLWIND STEEL BUILDINGS A 08.05.98 FOR APPROVAL SPD W H I R LW I N D $234 FIAN5EN HOUSTOI'I. TEXAS 77075-1089 713 946-7140 -. Description: ELEVATION FRAMING PLAN Size: 60' X 60' X 14' E.H. WELDED RIGID FRAME Customer: DERK HARMSEN CONSTR. 1:12 ROOF SLOPE PRW to for gaxNw ��� Cust. Locotion: DEER PARK, TX Jobsite: HARRIS COUNTY. TEXAS rotm respormUftsr wd curreM Drown by awj id by Dal• Enp'n�rinp Cod No. Job No. D.rq. No. hau� &81� ft Nd mid Imm Cjg#". SPD 08.05.98 `.-� 980659 - . 980659 E-2 A Plot Date: 08.05.1998 n Washers (2) Purlin Nuts (3) / -Use (3) 112 36"0 All"" f STS or SOS thread rod 1'0 All - Eye socket —� thread rod Structural ongle ACCEPTABLE CONNECTION METI-IODS Fold insulation NOTE: bock 3• f o 6' Structural angle Optional: run pipe tMTIrM�lndonlyp/pyidggthe (no( by Whirlwind) an fop of angle ����` � odw � ~ ` ®rid 1Br1 II" 18 by o#f fig, i'0 All - thread rod 170 A11- --- thread rod er Hon Tin Hanger ring 9 9 1/3 2/3 maximum off center TRAPEZE HANGER — 4' MAX PIPE HANGER — 2-W MAX PIPE 'od Flange C-Chmp Is riot CmngcUm haVh ft an acceptable oonnecdon fi&W I8 not ax6PW* SPRINKLER / COLLATERAL INSTALLATION DETAILS 12esc6ti n• i-14 x 1 Hex Head Undercut (114 x 1 Long- SeN-Tapping Type AB Life S.T.S.) Long -Life Zinc Die Cost Head Seg in T r : 30 to 60 in-lbs m n riving ToQl 1800 RPM electric screw gun with depth sensing nosepiece to prevent overdriving and stripout $ted Pre- rill.. 1/8 3/16 /8 /7 Plate Thickness: 0-.020 I .020-.050 I .050-.074 1.074-.107 1.1071-IIJ5 O 0 Actual Size Watt panel Fold insulation back 3" to 6' Roof panel Eove Strut Purlin Insulation CAUTION: Girt Erector Notel Failure to tuck fedrlgof Insulation luck frrom panel edge at the base and eave could result In Itrepar" panel damage and Ml'v W Ithe I')anel W81ri9nty Insulation Nofe: This detail is typical for blanket insulation furnished by *hirlwind or by the customer. 6,34 61 TftrfinlGirt 01: • indicates additional bolls required* strut purlin/girt Flange brace L (2) 5'0 A-307 machine bolts mquirrd at standard tops. (4) V e A-J07 machine bolls required of strut members. (A strut member is a purtin .or girt of the bracing points. The struts continue across the length of the building.) DETAn. r-i i LAP 2'-9 � MM' Ptnfin/Girt 1 • Rotate each zee as required 10 alternate between long and short flanges. 2. The 14'0 hole 1'--434 from each end is located nearest the long flange. I Lop connection bolts are 'omitted for clarity. • Indicates additional bolts required 0 strut purlrn/girt Flange brace a (6) 5 0 A-307 machine bolts required at standard lops, (8) V0 A-J07 machine bolts required at strut members. (A strut member is a purlin or girt of the basing points. The struts continue across the length of the building,) DETAIL g:g 1 LAP Fk VIP A-307 machine bolts required at ol! connections. Top flange (typ) ' SF SF LF LF Zee (fyp.) LAP LAYOUT 4 0 lndicofor Hole LF LF = Long 17onge SF - Short 17onge SF 12'-14' lee 8' zee LLFI\-10' zee 1142INDICATOR HOLE LOCATION L LF SECMN x ZEE LAP DETAIL@THE LONG AND SHORT FLANGES % a� saaoae aaY0a0aL®Dana NiwY� R0t4ALD K MAYS ey•a..e�o1,a aaaa aa.•.roaaaaa! 671JJ11 J0ir •V HI -TENSILE PIECE MARK LEGEND �v 01 - 99 Job Unique Piece Mork r Material S ificafion (1 fhru 9,r ASTM A57OIA607 ASTY A653 Grade 55 Grade D Pre -Pointed Pre -Galvanized 2- .094 12go 7= .096 3- .085 13go 4- .069 14go 9- .071 5- .062 15go 6- .054. 16go 1- .056 Nominal Flange Dimensions Zee Cee Save Strut 2-2%x23a 2=2'2x2�2 2=2�2x5�2 3-3W3a 3=3t2x3�2 4=3%x378 4-4 x 4 section Depth A= 6" C= 1d' E- 14" STEEL DESIGN ONLY NO OTHER CODE REQUIRE 11EN"T —Section Shape ARE 1,€CLUDED Z- zee E= Eove Strut G C- Cee G= Eove Strut REFERENCE: LA PORTE FIRE TRAINING FACILITY Rev Dote Description By chk•d WHIRLWIND STEEL BUILDINGS A_ 08.05.98 FOR APPROVAL SPD WHIRLWIND 8234 HANSEN HOUSTON. TEXAS 77075-1089 713 946-7140 ` Description, .GIRT LAP DETAILS Size: 60, X 60, x 14' E.H. WELDED- RIGID FRAME Customer: DERK HARMSEN CONSTR. 1:12 ROOF SLOPE F to �t� C-aw,k gw Cuss. Location: DEER PARK, TX Jobsite: HARRIS COUNTY, TEXAS �lr aIIIJ �rTerit Orate b� C!NCy+Q bar. Dole EnginKrin4 Cod No. JRb No. Qrq. No.Issuet wtp ITst Bed fssuB dates. SPD 08.05.98 980659 980659 D-ONE A Plot Dote; 08.05.1 SPLICE BOLT TABLE SPLICE NO. SIZE A 8 4"0 x 0-2 Y B g 4"O x 0-2 2" C 8 VO x 0-2 Y D 4 sg o x 0-1 12" I • WWII ... WWII ... . . � .. WWII.. • �� titer REACT [OHS - (KIPSI L,,hld. tGutter ® 112 w/ Gutter 0..............:..........:......... ....................... ............. ._............... .. ,roll opeR wall 015 5� DEAD COLL IIYF SNOW WINO w1wo WIND WIND w1w .. 5EIS \ / LOAD LOAD LOAD LUAU LEFT LETT RIGT RIGT LONG LOAD .01 / x \ ................... . FE>`8ER DIR CAI CA12 CAII CA12 � 5 7K ....................-..... DETAIL PANEL END 12 au REACTION MEMBERS DEAD LOAD CO LOAD . LIVE LOAD SNOW_ LOAD WIND LEFT 1 WIND LEFT2 WIND RIGHT I WIND RIGHT2 WIND LONG. 5EIS LOAD LEFT COL. HOR 0.4 0.3 2.1 0.0 -3.3 -5.4 1.9 -0.3 2.2 0.0 LEFT COL. VER 1.1 0.8 4.7 0.0 -7.4 -6.0 -3.4 -2.0 -5.3 0.0 RIGT COL. HOR --0.4 -0.3 -2.1 0.0 4.1 0.3 5.2 1.4 7.0 0.0 RIGT COL. VER 1.7 1.2 8.0 0.0 -15.2 -4.7 -13.0 -4.2 -15.1 0.0 fxr. ca. t1oR D.00 .....o.aa..._..o.00.....o.oa......0.40...-•�1.9e..._..2.50......0.I3......2.�.._...4.r.� • I hlF�.t1ME -r EXT. CQ , VER 0.72 0.41 3.25 0.00 -S.e9 -1.90 -4.84 -0.64 -6.13 0.00 4.1K--..............................•----.......---.....................----..._........................................ EL END p[ACrIDNS (KIPS) DETAIL PAN DETAIL RIDGE CAP REACTIONS WALL X-BRACING Lt?AO - -T .................... . . ........................... _ . _ ........ _ ....:......... WIND ...... WIND ...... H sU ...... . DEAD cal IIYE SHC1W WIND ND HIND WIND u1NU WHO E1; LOAD LOAD LOAD LOAD LEFT LEFT RIG[ RIGT LONG LOAD mat tEl�i it 01R CJ�i1 rr,,,, r■+ LEANJO REACTIONS: LEFT COL, ICA............................................ ..............__...........................I.......�u2. r....wl......�?........ 0.40 0.35 2.56 0.00 -7.76 •8.% 1.65 0.28 3,20 0.01 -����--��---� -�-- LEFT Ca . VER 1.01 0.79 5.20 0.00 -11.24 -8.48 -6.97 DEAD COLL LIVE SHOW SE15 W1H0 WIIU WIIU WIND WINO WINO WIND WINO WI ►�D WIND RIGT CQ . t�l 0.40. -0.35 2.56 0.00 3.07 =0.35 7.44 3.95 8.16 0.01 ELEY LOAD LOAD LOAD LOAD LOAD LY11 1.111 LY12 1.1112 RYII R1111 RY12 114112 L1.G•Y LNG•11 RIGT COL, VER 1.68 .......................•---...................---.......------•....----....---------.........---......_.............WWII.. ... . L.20 10.40 0.00 -I3.98 -7.01 -I6.39 01 LEFT SIDE 0.00 0.00 0.00 0.00..........................................•------•---.........................-------•-9-�-----1.............. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 � •- RIGIO SIDE 15.61 0.51 0.39 4.08 0.00 -0.03 •4.86 1.45 -3.19 3.15 -4.03 -3.26 -2.34 -1.% -3.97 -4.N 242 " 2 4'-ysE 1 Re ��-1f s 6 4*-103e 1'-01 5 AT 4'-1Us>d 4 -2 >d 4 AT 4'- 9 >s i 19'-03� 8 t4 FRAME CROSS SECTION COLUMN LINES 2 -- 3 II rf tz ---�7 ow v x T THE REACTIONS ARE STATED IN KIPS & FOOT KIPS (1 KIP= 1000 LBS). THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLE OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE ' TABLE. F`0 +I 1+ POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLL" IN THE ABOVE TABLE IS THE COLLATERAL LOAD. INCLUDING ANY SPRINKLER LOADS. "WIND LEFT" IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN. "WIND RIGHT' IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL 00.0". THE FRAME IS SYMMETRICAL. AND ONLY WIND ; FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONE IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET, PERPENDICULAR TO THE FRAME AS SHOWN. MANY BUILDING CODES HAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND "2" FOLLOWING THE WIND DESCRIPTIONS ARE RIFF ENT I CASES FOR THAT WIND DIRECTION. IF THE REACTIONS FOR S D WIND CASE ARE ALL "O.Or. THEN THAT BUILDING CODE ONLY US D CASE. "SEI5 IS SEISMIC LOAD. :. rise. r+.0 asa a..oc000ae.ei.L �' ROINALD H. ArIAYS TURN -OF -NUT TIGHTENING *saaOq 67 .......... CONFECTIONS FOR RIGID FRAMES MUST BE PROPERLY P 'E��, -10. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325'"'ORg49Q BOLTS DATED NOVEMBER 13. 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS -1) 'TURN -OF -NUT", 2) CALIBRATED WRENCH. 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL. EXCEPT THE TURN -OF -NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE. WASHERS ARE NOT REQUIRED TO BE INSTALLED, EXCERPTS FROM THE CODE FOR INSTALLATION COME FROM PARAGRAPH 8(d): "BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE --CONNECTION AND BROUGHT TO A SNUG -TIGHT CONDITION. SNUG -TIGHT IS DEFINED AS THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND. THE CONNECTION IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN TABLE 5.. TABLE 5. NUT ROTATION FROM SNUG -TIGHT CONDITION. STEEL DESIGN 01ii:1 F BOLT LENGTH (FROM UNDER SIDE OF HEAD TO END OF BOLT) NO OTHER CODE p.1:Q liFi ME NT-e3 UP TO AND INCLUDING 4 DIAMETERS ...................................... 1 /3 TURN ARE INCLUDED OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... 112 TURN OVER 8 DIAMETERS. BUT NOT EXCEEDING 12 DIAMETERS ..... 2/3 TURN REFERENCE: LA PORTE FIRE TRAINING FACILITY .Rev .:Date � � Description By Chk'd � WHIRLWIND STEEL BUILDINGS ' A 08:05.98 FOR APPROVAL SPD W H I R LW I N D 8234 F111NSEN HCf115TON. TEXAS 77075-1089 713 946-7140 Description: FRAME CROSS SECTION Size: 60, X 60, X 14' E.H. WELDED RIGID FRAME Customer: DERK HARMSEN CONSTR. 1:12 ROOF' SLOPE Paw h7 dv*TQ C-TA forges e w Cust. Locotion:. DEER PARK, TX Jobsite: HARRIS COUNTY, TEXAS �e fflqOrTsI fits, W)d Ctlffwd D•a.n by CMtkrd by Dale Enq;rwwrinq Cod No. Job No. D.y. No. Issue bt &W "M dWw. SPD • 08.05.98 --,-- 98065 9 980659 P-ONE A +. y f o ..D HOLD SAME ELEVATION WALL PANEL PAD FOR COLUMN 1 �z (8" x $- MIN.)2 SLOPE AS REQ'D SECTION "X" SEE PLAN FOR COLUMN DIRECTION ANCHORBOLT •x 312 1 8 3 3 2 �keoLjj [rw nam 1 OPENING -_W1 TH TYP. SECTION O OVERHEAD STEEL RECESS BY CUSTOMER & ROLL -UP DOOR LINE IF REQUIRED OEN ST EELA LINE I ANCHOR I BOLT I I � I SIDEWALL I I STEEL LINE RECESS BY CUSTOMER O'-• 11 " IF REQUIRED FINISH FLOOR \©I i 0 N @-I .x 4NCHORBOL7 . X 312 1 S IT 3 2 �AT nca. 3- -a �� OPENING .; .:• TYP. SECTION O OVERHEAD �T�€L RECESS BY CUSTOMER do ROLL -UP DOOR U�tt IF REQUIRED � 2 3 60'-3 OUT/OUT OF CONCRETE 60'-0 OUT/OUT OF STEEL O SIDEWALL 1'Z 20'-1 0'-0 7'-0 8'-0 5'-0 20•-1' -9 -3'-0. 11'-3 H 1 I10•-11 1 1 1 1 1 1 II ANCHOR BOLT PLAN NOTE: ALL BASE PLATES ARE AT FINISH FLOOR ELEVATION. - - NO PROVISIONS ARE MADE FOR GROUT. 1'2 A rel rel ANCHOR BOLT SCHEDULE THREADED ANCHOR BOLT SYMBOL OUANTITY SIZE PROJECTION BASE 20 0'2 2 PLATE PROJECTION IL A 212 4 03, 3 NOTE: PROJECTION BASED 8 1 31Z FROM BOTTOM OF BASE PLATE. ADJUSTMENTS 0 114 4 SHOULD BE MADE FOR GROUT AND/OR LEVELING 0 L-21 4 PLATES. REFERENCE NOTES 1. ALL ANCHOR BOLTS (BY OTHERS) TO HAVE NUTS AND FLAT WASHERS. 2. WHIRLWIND IS NOT RESPONSIBLE FOR THE DESIGN. MATERIALS AND WORKMANSHIP OF THE FOUNDATION. ANCHOR BOLT PLANS PREPARED BY WHIRLWIND ARE INTENDED TO SHOW ONLY LOCATION, DETER. AND PROJECTION OF ANCHOR BOLTS REQUIRED TO ATTACH THE METAL BUILDING SYSTEM TO THE FOUNDATION. WHIRLWIND IS RESPONSIBLE FOR PROVIDING TO THE BUILDER THE LOADS IMPOSED BY THE METAL BUILDING SYSTEM ON THE FOUNDATION. IT IS THE RESPONSIBILITY OF THE END CUSTOMER TO ENSURE THAT ADEQUATE PROVISIONS ARE MADE FOR SPECIFYING BOLT EMBEDMENT, BEARING ANGLES. TIE RODS. AND/OR OTHER ASSOCIATED ITEMS EMBEDDED .IN THE CONCRETE FOUNDATK)N. 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. (1996 LOW RISE BUILDING SYSTEMS MANUAL, SECTION N; 3.2.2) Horizontal leg of recess must remain flat or slope oway from the building. f Base Angle T� Nail -in (.i'-0 %j DETAIL;DErAILQ SHEETING RECESS Notch anga Wicates a 1.55x 1.59 recess 1br metal wall panels. The panets mUSt not bush the bottam Of the rleress, ~ will Void the warralTty. naa av a��oea oeaon6�e�avmavv ,-, RONALD H. MAYS s aaM wag •v�f60tlggbaOygtiV waq 67636 �*4 � 9 STEEL DESMN ON ti' �€ s NO OTHER COOS I�EOIliDEICI:T�{ ARE INCLUDED 0 © 0 0 0 REFERENCE: LA PORTE FIRE TRAINING FACILITY 12 l . N At.L ( ANCHOR ANCHOR BOL Rev .-Dote Description By Chk'd 1r"L LINE I BOLT STEEL LINE % A 08.05.98 FOR APPROVAL SPD WHIRLWIND WHIRLWIND STEEL BUILDINGS ft S' 2r ANCHOR U—I �Q -� ! `../ 6234 KANSEN HOLISTON, TEXAS 77075-1089 BOLT ANCHOR ""* 3 J • 713 946-7140 ANCH R 1 1 0 4 RECESS BY I BOLT I 2 • . BON 1 a Q- Description. ANCHOR BOLT LAYOUT CUSTOMER I ENDwALt SIDEWALL SIDEWALL 1 5 pEwAl IF REQUIRED STEEL LINE STEEL LINE DOOR 1 TYP. SECTION , STEEL LINE 1 S11EEL LirE _ - _ BOTH Size: 60 x 60 x 1 a E.H. WELDED RIGID FRAME RECESS BY CUSTOMER I _ _ _ _ _ S IF REQUIRED L C S OM - Customer: DERK HARMSEN CONSTR. 1:12 -ROOF SLOPE �RECE55 BY IF REQUIRED CUSTOMER IF REQUIRED Poe* to ckawkV C-Om for geneW ' Cusl.. Locotion: DEER PARK. TX Jobsite: HARRIS COUNTY, TEXAS notm, resportslb iffies, er]d (x1rFw# D►o" by ChftW by Dots Enq;n*orin9 Cod Ho. Job No. Dn. Ho. Issue dr w*V list erld 18" dat08. SPD 08.098 A—, 980659 980659 F-ONE A a� I � S } Plot Dote: 08.05.1998