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HomeMy WebLinkAboutBLD Plot / Site Plans (2)4w- INSTAL.L PURLIN FLANGE BRACING TO INSIDE FLANGE AT MIDSPAN OF PURLINS, PER DETAIL N/2 ROOF PURLINS PER MEMBER SCHEDULE ON SHEET 2 SIDEWALL GIRTS PER MEMBER SCHEDULE ON SHEET 2 O cp S I eviALL EXTERIOR ELEVATION ROOF PURLINS PER SCHEDULE ENDWALL GIRTS PER MEMBER SCHEDULE ON SHEET 2 ROOF PURLIN5 PER SCHEDULE SCALE: I/5" = I'-0" 1 © (2) PLCS. TO PEAK X-BRACING TYP., SEE DETAIL M/2 1 12 12.55 TO EAVE T.O. CONCRETE INSTALL GIRT FLANGE BRACING TO I N5I DE FLANGE AT MIDSPAN OF GIRTS, PER DETAIL N/2 4� ENnWALL INTERIOR ELEVATION 1 SCALE: I/5" = ENDWALL GIRTS PER MEMBER SCHEDULE ON SHEET 2 X-BRACING TYP., SEE DETAIL M/2 (2) PLCS. 12 TO PEAK 2.55 TO EAVE O 9 T.O. CONCRETE z O INSTALL. GIRT FLANGE BRACING TO INSIDE FLANGE AT MIDSPAN OF GIRTS, PER DETAIL N/2 5 END1NALL INTERIOR ELEVATION 1 SCALE: I/5" = 1-0" INSTALL PURLIN FLANGE BRACING TO INSIDE FLANGE AT MIDSPAN OF PURLINS, PER DETAIL N/2 ROOF PURLIN5 PER MEMBER SCHEDULE ON SHEET 2 SIDEWALL GIRTS PER MEMBER SCHEDULE ON SHEET 2 -4-- 1 -,+ I I-- I 1 [-_- , 1 - ) \ 1 / /N \ , / i\I \ 1 / i 1 1 I \/ x / I \ 1 I \/ x / I \ 1 I \I/ X / I \ 1 \\_1 l� ► N./ \l/ I IN 40'-0" (ENDWALL) INSTALL GIRT FLANGE BRACING TO INSIDE FLANGE AT MIDSPAN OF GIRTS, PER DETAIL N/2 X-BRACING TYP., SEE DETAIL M/2 3 S I fl!Y ALL EXTERIOR ELEVATION 1 / SCALE: I/5" = 1'-0" 0 O m 60'-0" (SIDEWALL) PROJECT DESIGN CRITERIA ROOF SNOW LOAD: 25 psff WIND SPEED: 85 mph WIND EXPOSURE: B SEISMIC SPECTRAL RESPONSE, Ss : 2.0 SITE COEFFICIENT, Fa: 1.0 SOIL BEARING PRESSURE: 1500 psf KEYS DETAIL OENDWALL COLUMN (SEE DETAIL C/2 FOR TOP CONNECTION AND 0/2 FOR BASE CONNECTION) OENDWALL COLUMN FLYBRACING PER DETAIL K/2 B (SEE DETAIL K/2 FOR GLEARSPAN FRAME MEMBER BRAG ING REQUIREMENTS) © X-BRACING IN ROOF ABOVE (SEE DETAIL M/2) DOOR SCHEDULE DOOR WIDTH HEIGHT OPENING TYPE HEADER GIRT OPENING JAMBS O12'-0" 12'-0" SECTIONAL DOOR SINGLE C06X16 © 12'-0" 12'-0" SECTIONAL DOOR SINGLE C06X16 O12'-0" 12'-0" SECTIONAL DOOR SINGLE C06X16 ® 12'-0" 12'-0" SECTIONAL DOOR SINGLE C06X16 O3'-0" 6'-8" PERSONNEL DOOR 2 COLOR DOUBLE G04X16 © 3'-0„ 6'-8" PERSONNEL DOOR 2 COLOR DOUBLE G04X16 NOTES: I) SEE DETAIL J/2 FOR DOOR OPENING FRAMING INFORMATION. 2) SIZE OF HEADER GIRT MEMBER TO BE SAME AS SIDEWALL OR ENDWALL GIRT, AS APPROPRIATE, PER MEMBER SCHEDULE ON SHEET 2. 3) ALL 6" DOOR AND WINDOW JAMBS SHALL HAVE 4" WIDE FLANGES, ALL 4" DOOR AND ALL WINDOW JAMBS SHALL HAVE 2.5" WIDE FLANGES. 4) AT OPENINGS NOTED, INSTEAD OF ATTACHING DOOR JAMBS TO HEADER GIRT ABOVE OPENING, ATTACH DOOR JAMBS TO UNDERSIDE OF MEZZANINE GIRDER OR ENDWALL RAFTERS, WHICHEVER IS APPLICABLE. 15'-O" 15'-0" 15'-0" 15'-0" X-BRACING cE FRAME X-BRACING CE FRAME X-BRACING CE FRAME z m / \ / x / \ / \ / • ROOF PEAK / TYP. SLAB EDGE x NOTE: SEE "TYP. GROSS -SECTION AT G.S. FRAME" DETAIL ON SHEET 2 FOR SPECIFIC GLEARSPAN FRAME DETAIL INFORMATION. 1 \ POUNflAT I ON PLAN 1.} SCALE: I/8" = I'-0" I ED IN LIEU OF BOTTOM GIRT SHOWN JUST ABOVE EDGE OF SLAB IN DETAIL N/2, INSTALL L4x2xI6 ga. BASE ANGLE WITH POWERS 1/4" D1AM. X 1" LONG MUSHROOM HEAD 'SPIKE' ANCHORS AT 45" O.G. (6" MAX. FROM ANY END) THROUGH 4" LEG (OMIT AT DOORS) TYP. (4) LOCATIONS ,4 4-IVIS Agaw....). • _0 a. S'ONAL P date: ii 1O% Expir s: 10-31-2007 ,45K4 Engineering, Inc. 310E34 Proctor Blvd., Suite "G" Sandy, OR 97055 (503) 668-6550 FAX: (503) 668-5239 z = 41C*. www.outbacksteelbuildings.com jr***4- --..\ : DISTRIBUTING COLD -FORMED STEEL V V J W c[ 0 0 c Q W 00 Lu H coEL go) D () < Q 0 z� Z z o0 w V1E: ANDRI DRESS: 2000W SHEL- SHELT �O O 0-) DRAWN jtI / dab CHECKED sml DATE 7/5/2007 JOB NO. UMI1207 SHEET OF LOCATION "B" "D" TOP REINF. BOTTOM REINF. SIDEWALLS 12" 12" (1)-#4 (2)-#4 ENDWALLS 12" 12" (1)-#4 (1)-#4 * NOTE: SINGLE REINFORCING BAR SHOWN IN DETAIL REPRESENTS TOTAL REINFORCING STEEL REQUIRED. SPACE MULTIPLE BARS ® 4" 0.C. MIN. INSTALL SINGLE REINFORCING BAR (OR FIRST OF MULTIPLE BARS SPECIFIED) AT A DISTANCE FROM EDGE OF SLAB EQUAL TO DEPTH OF WALL GIRTS (SEE MEMBER SCHEDULE). TOP AND BOTTOM REINFORCING PER SCHEDULE ABOVE (WITH 48 BAR DIAMETER MIN. LAPS ® SPLICES AND AT LEAST ONE TOP BAR TO OUTSIDE OF ANCHOR BOLTS) -� FINISH GRADE #4 BARS EACH WAY CO 18" 0.C. WITH 12" MIN. LAPS CD SPLICES (OR 6 x 6-W1.4 x W1.4 WELDED WIRE MESH WITH 6" LAPS 0 SPLICES) AT SLAB CENTERLINE CONCRETE SLAB (CONTINUES BOTH SIDES 0 SIM.) VARIES z CN POUR FOOTING DIRECTLY ONTO UNDISTURBED NATIVE SOIL (BOTTOM TO BE AT OR BELOW FROST LINE, CONSULT BLDG. OFFICIAL) - v • "B" • xd TIE TOP BAR TO SLAB REINFORCING NOTE: THICKEN CONCRETE AS REQUIRED TO PROVIDE 3" MIN. OF CONCRETE COVER ON ALL ANCHOR BOLTS AND REINFORCING AT SURFACES POURED AGAINST SOIL (2" MIN. AT SURFACES IN CONTACT WITH SOIL.) NOTE: SLAB REINFORCING SHOWN ABOVE IS SPECIFIED AS A METHOD OF CONTROLLING SHRINKAGE CRACKING AT THE SLAB SURFACE. CUSTOMER MAY CHOOSE ANOTHER METHOD OR REMOVE SLAB REINFORCING ALL TOGETHER BUT CUSTOMER WILL ASSUME ALL RESPONSIBILITY FOR THE PERFORMANCE OF THE SLAB. IF ANY OTHER METHOD IS CHOSEN BESIDES WHAT IS SHOWN ON THIS DETAIL, CUSTOMER SHALL INSTALL, AT EACH FRAME, (1) #4 CONT. BAR WITH A 6" 90' HOOK AT EACH END AROUND FRAME COLUMN ANCHOR BOLTS. Y EDGE OF SLAB DETAIL SCALE: NO SCALE NOTE: MOVE EAVE PURLIN BRACKET UP (1" MAX. ABOVE TOP OF COLUMN) OR DOWN SO THAT BOTH METAL ROOFING AND SIDING CAN ATTACH TO SAVE PURLIN. TOP OF COLUMN, TYP. 14 go. X 4.5" TALL BENT U-PLATE EDGE PURLIN BRACKET (2) #14 SCREWS IN EACH LEG OF BRACKET DOUBLE CEE COLUMN /2" 1/2" CEE EAVE PURLIN (2) #14 SCREWS AT EACH EAVE PURLIN MEMBER TO BRACKET SINGLE CEE COLUMN NOTE: COPE 3" MAX. OF STIFFENER LIPS AT ENDS OF EAVE PURLIN MEMBERS TO CLEAR EAVE PURLIN BRACKET, IF NECESSARY. O H EAVE PURLIN BRACKET DWG NO EPB62 #12-14 CREST FIXING SCREWS WITH NEOPRENE WASHER AT EACH HIGH RIB AT ALL PURLINS Metal Sales Manufacturing Corp. PBR Panel 26 ga. Ix (t) = .0360 in-4/ft Sx (t) = .0358 in-3/ft fx (b) = .0307 in-4/ft Sx (b) = .0449 in-3/ft Fy = 80 ksi ROOF PANEL COLUMN/RAFTER COPE BRACE FLANGES TO WITHIN 1/2" OF FRAME MEMBER FLANGES, TYP. DBL. 12" CEE C.S. FRAME COLUMN NOTE: SEE DETAIL F/2 FOR BASE DETAIL. A DWG NO RO DBL. 12" CEE C.S. FRAME RAFTER (PER MEMBER SCHEDULE ABOVE) (10) /8"e A307 PER BOLTS PER BRACKET 11 ga. 2.55:12 HAUNCH BRACKET (SAME DEPTH AS MEMBERS, SINGLE AT ENDWALLS) CEE KNEE BRACE PER MEMBER SCHEDULE ABOVE (OMIT AT ENDWALLS, U.N.0.) SEE MEMBER SCHEDULE FOR # OF 5/8"M A307 BOLTS AT EACH END OF KNEE BRACE (PLACE SYMMETRICAL ABOUT BRACE C.L.) HAUNCH CONNECTION DWG NO H302B 12" L NOTE: SEE DETAIL K/2 FOR CLEARSPAN FRAME COLUMN AND RAFTER FLYBRACING REQUIREMENTS. TYP. CROSS-SECTION AT C.S. FRAME SCALE: NO SCALE 36" TOP PANEL AT SIDE LAP 12" #10-16 X 1" SCREWS WITH NEOPRENE WASHER ADJACENT TO EACH HIGH RIB AT ALL GIRTS AND EAVE PURLIN Metal Sales Manufacturing Corp. PBR Panel 26 ga. Ix (t) = .0360 in-4/ft Sx (t) = .0358 in-3/ft Ix (b) = .0307 in-4/ft Sx (b) = .0449 in-3/ft Fy = 80 ksi WALL PANEL RAFTER 4" DWG NO wo DBL. 12" CEE C.S. FRAME RAFTER (PER MEMBER SCHEDULE ABOVE) 1 �t9 1/4'" SEE MEMBER SCHEDULE FOR # OF 5/8"O A307 BOLTS AT EACH END OF APEX BRACE DBL. CEE APEX BRACE PER MEMBER SCHEDULE ABOVE (OMIT AT ENDWALLS, U.N.0.) B COPE BRACE FLANGES TO WITHIN 1/2" OF RAFTER FLANGES, TYP. (8) 5/8"e A307 BOLTS PER BRACKET DBL. 11 go. 2.55:12 APEX BRACKET (SAME DEPTH AS RAFTERS, SINGLE BRACKETS AT ENDWALL RAFTERS) APEX CONNECTION DWG NO A302B WALL GIRT ATTACHED TO DOOR JAMB WITH CLIP ANGLE PER DETAIL E/2 (SCREW TO JAMB STIFFENER UPS) J END GIRT COLUMN ANCHOR BRACKET MEMBER AND MATERIAL SCHEDULE 1 C.S. FRAME RAFTER Double 12in 12G CEE 2 C.S. FRAME COLUMN Double 12in 12G CEE 3 C.S. FRAME KNEE BRACE Double 6in 16G CEE (8.02' Min. Length) 4 # OF KNEE BRACE BOLTS 3 5 C.S. FRAME APEX BRACE Double 6in 16G CEE (13.33' Min. Length) 6 # OF APEX BRACE BOLTS 3 7 ENDWALL RAFTERS 12in 12G CEE 8 CORNER COLUMNS 12in 12G CEE 9 ENDWALL COLUMNS Single 10in 14G CEE 10 ANCHOR BOLTS (# PER DETS.) Powers 5/8in x 5in Wedge Bolt 11 EAVE PURLIN 6in 16G CEE 12 TYP. ROOF PURLIN SIZE 6in 14G LGSI ZEE 13 MAIN BUILDING PURLIN SPACING 4.01 ft. Max. 14 TYP. SIDEWALL GIRT SIZE 6in 16G LGSI ZEE 15 MAIN BUILDING SIDE GIRT SPACING 4.58 ft. Max. ' 16 TYP. ENDWALL GIRT SIZE 4in 1 6G LGSI ZEE 17 MAIN BUILDING END GIRT SPACING 4.58 ft. Max. 18 X-BRACING STRAP Single 1.5" X 14 ga. STRAP ENDWALL GIRT CLEARSPAN FRAME RAFTER APEX BRACE (SEE MEMBER SCHEDULE) ROOF CLADDING "C.S." = CLEARSPAN ENDWALL COLUMN • " AT ALL ENDWALL COLUMNS GREATER THAN 10' TALL, ROTATE COLUMN 90" FROM THAT SHOWN, INSTALL INSIDE ENDWALL RAFTER PER DETAIL C/2, INSTALL GIRTS ACROSS FACE. TYPICAL BUILDING ISOMETRIC (FOR ILLUSTRATIVE PURPOSES ONLY, NOT ALL COMPONENTS OCCUR ON THIS PROJECT) SINGLE OR DOUBLE (NESTED) 'HEADER GIRT' PER DOOR SCHEDULE ON SHEET 1 (ADD JUST BELOW EAVE PURLIN IF NECESSARY), CONNECT TO JAMB WITH 2"X2"X14 ga. ANGLE WITH (3) #14 SCREWS AT EACH LEG, CONNECT ENDS TO COLUMNS PER DETAIL D/2 'DOOR JAMB' PER DOOR SCHEDULE ON SHEET 1 (MAY BE TURNED WITH OPEN SIDE TO DOOR) 16 GA. CEE DOOR HEADER (MATCH DEPTH AND WIDTH OF WALL GIRT), ' CONNECT PER DETAIL E/2 EXTEND JAMB TO CONCRETE SLAB AT DOORS (T0 NEXT GIRT DOWN AT WINDOWS), AT CONCRETE SLAB INSTALL 2"X2"X14 go. ANGLE WITH (3) #14 SCREWS TO JAMB WEB AND 1/2" DIAM. x 2.5" LONG 'WEDGE -BOLT' ANCHOR TO CONCRETE AT ANGLE C.L TYP CAL DOOR & WINDOW FRAMING CEE ENDWALL RAFTER (PER MEMBER SCHEDULE ABOVE) (2) 5/8"e A307 BOLTS AT 4" 0.C. VERT. AT C.L. OF ENDWALL COLUMN FLANGE (COLUMN FLANGE TO RAFTER WEB) NOTE: SEE DETAIL G/2 FOR BASE CONNECTION OF ENDWALL COLUMN. C ENDWALL COLUMN TOP CONNECTION DWG NO SINGLE 10" CEE 14 ga. ENDWALL COLUMN 10' COLUMN �II DWG NO MFA12-4 ROOF PITCH GUTTER WALL CLADDING DOWN PIPE KNEE BRACE (SEE MEMBER SCHEDULE) CLEARSPAN FRAME COLUMN EAVE PURLIN SIDEWALL GIRT VERTICAL SIDEWALL GIRT (OPTIONAL FOR HORIZ. CLADDING) HORIZONTAL CLADDING (OPTIONAL) CORNER COLUMN (OPEN SIDE TOWARD END OF BUILDING) AT C.S. FRAMES: INSTALL FLYBRACING AS SHOWN AT ALL CLEARSPAN FRAME COLUMNS AND RAFTERS. ATTACH TO GIRT AT NO HIGHER THAN 8' ELEVATION ABOVE FOUNDATION AND SPACE AT BOTH COLUMNS AND RAFTERS AT NOT MORE THAN 8'-0" 0.C. AT ENDWALL COLUMNS: SEE ENDWALL ELEVATIONS FOR LOCATIONS. WALL GIRT OR (2) #14 SCREWS ROOF PURLIN PER CONNECTION COLUMN OR RAFTER /( typ. FLYBRACING STRAP •• 40'-50' •• INSTALL SAME STRAPPING AS USED FOR X-BRACING (OR MIN. 1 1/2" X 16 ga.) NOTE: SEE DETAIL L/2 FOR ALTERNATE FLYBRACING DETAIL, SEE DETAIL P/2 WHEN FLYBRACING NOT POSSIBLE. FLYBRACING DETAIL ZEE GIRT OR PURLIN PER MEMBER SCHEDULE 3.5" MIN. LAP OVER INTERIOR FRAME RAFTERS (4) #14 SCREWS (TOTAL) INTO SINGLE COLUMN OR RAFTER, (2) INTO EACH CEE AT DOUBLE COLUMN OR RAFTER 6 in. 14 ga. ZEE 6 in. 16 go. ZEE 4 in. 16 ga. ZEE D = 4.84 in.-4 = 3.94 in.�4 = 1.55 in PURLIN/GIRT CONNECTION Sx Sx Sx DWG NO CEE RAFTER OR COLUMN (SINGLE SHOWN, DOUBLE AT SIM.) 2 1/2" 4" or 6J = 1.61 in. "3 = 1.31 in.-3 = .78 in.-3 Fy = 57 ksi Fy = 57 ksi Fy = 57 ksi DWG NO CON10 NOTE: INSTALL FLYBRACING AS SHOWN AT ALL CLEARSPAN FRAME COLUMNS AND RAFTERS. ATTACH TO GIRT AT NO HIGHER THAN 8' ELEVATION ABOVE FOUNDATION AND SPACE AT BOTH COLUMNS AND RAFTERS AT NOT MORE THAN 8'-0" 0.C. WALL GIRT OR (2) #14 SCREWS ROOF PURLIN COLUMN OR RAFTER MIN. 20 go. 2-LEGGED FLYBRACING MEMBER WITH 1.5" MIN. LEGS, COPE ENDS FOR ATTACHMENT L NOTE: IF FLYBRACING ON CLEARSPAN FRAME COLUMN IS NOT POSSIBLE BECAUSE OF OPEN BAYS AND/OR DOOR LOCATIONS, ADD COLUMN STIFFENER PER DETAIL P/2. ALTERNATE FLYBRACING DETAIL CORNER COLUMN SIDEWALL EDGE OF SLAB (OUTSIDE OF WALL GIRTS) 2" 4" TYP. CONNECTION ANGLE E ENDWALL EDGE OF SLAB (OUTSIDE OF WALL GIRTS) DWG NO FBC (2) #14 SCREWS AT EACH LEG OF CONNECTION ANGLE 4" 16 GA. ZEE ENDWALL GIRT NOTE: UNLESS NOTED OTHERWISE, USE THIS CONNECTION DETAIL FOR ALL CEE AND ZEE MEMBER - TO -MEMBER CONNECTIONS. ENDWALL GIRT AT CORNER COLUMN DWG NO EG6 STRUCTURAL GENERAL NOTES 1. GOVERNING CODE: 2006 INTERNATIONAL BUILDING CODE 2. DRAWING OWNERSHIP: THESE DRAWINGS ARE JOINTLY OWNED BY OUTBACK BUILDINGS AND ASK4 ENGINEERING, INC. (ASK4). DRAWINGS ARE PROVIDED FOR SOLE PURPOSE OF OBTAINING BUILDING PERMITS. ENGINEERING SEAL IS VALID FOR THE CONSTRUCTION OF A SINGLE BUILDING AT THE JOB ADDRESS SHOWN IN DRAWING TITLEBLOCK. ANY OTHER USE OF THESE DRAWINGS WITHOUT WRITTEN AUTHORIZATION FROM OUTBACK AND ASK4 IS PROHIBITED. 3. DRAWING SEAL REQUIREMENTS: THESE DRAWINGS ARE NOT VALID UNLESS SEAL IS WET SIGNED BY THE ENGINEER. ALL COPIES SHALL BEAR WET SIGNATURE OF ENGINEER. IF A COPY OF THESE DRAWINGS IS DISTRIBUTED WITHOUT THE PROPER WET SIGNATURE, THE DRAWING IS CONSIDERED INVALID. THE DUPLICATION OR COPYING OF THIS DRAWING COULD MEAN THAT THE CONTENT OF THE ORIGINAL DRAWING HAS BEEN MODIFIED. THE ENGINEER ACCEPTS NO LIABILITY OR RESPONSIBILITY FOR DRAWINGS WITHOUT A WET SIGNATURE. WET SIGNED DRAWINGS ARE SIGNED IN RED INK FOR EASE OF DETERMINING VALIDITY OF SIGNATURE. 4. CONTRACTOR RESPONSIBILITIES: CONTRACTOR SHALL VERIFY AND CONFIRM ALL EXISTING CONDITIONS AND DIMENSIONS. ASK4 ENGINEERING, INC. (ENGINEER) SHALL BE NOTIFIED OF ANY DISCREPANCIES BETWEEN DRAWINGS AND EXISTING CONDITIONS PRIOR TO START OF WORK. CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATION TO THE PLANS AND/OR SPECIFICATIONS AND NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS, PRIOR TO MAKING CHANGES, WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB -CONTRACTORS INVOLVED AND IT SHALL BE THEIR FULL RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND 70 HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE TEMPORARY PROVISIONS SHALL REMAIN IN PLACE UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. CONTRACTOR IS RESPONSIBLE FOR MEETING ALL LAWS REGULATING THE ERECTION OF STEEL BUILDINGS. THESE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. BUILDING IS NOT CONSIDERED COMPLETE UNTIL THE INSTALLATION OF ALL COMPONENTS AND DETAILS SHOWN HEREIN ARE INSTALLED ACCORDING TO THE DRAWINGS. 5. ENGINEERING: THE SUPPLYING OF STAMPED ENGINEERING CALCULATIONS AND DRAWINGS FOR THIS METAL BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT ASK4 ENGINEERING, INC. IS ACTING AS THE ENGINEER OR ARCHITECT OF RECORD OR THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE FOR THE WHOLE OF THE PROJECT. THIS BUILDING HAS BEEN REVIEWED BY ASK4 ENGINEERING, INC. FOR CONFORMITY ONLY TO THE STRUCTURAL DESIGN PORTIONS OF THE GOVERNING CODE. THE BUILDING OWNER IS RESPONSIBLE TO SEEK PROFESSIONAL ADVICE IN ADDRESSING ANY OTHER CODE REQUIREMENTS (INCLUDING, BUT NOT LIMITED T0, FIRE AND LIFE SAFETY, ENVIRONMENTAL, ACCESSIBILITY, OR ELECTRICAL) THAT MAY APPLY TO THIS PROJECT. DRAWINGS SCALES INDICATED ON DRAWINGS ARE APPROXIMATE AND INTENDED TO BE USED FOR REFERENCE ONLY. DO NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES. THESE DOCUMENTS ARE STAMPED ONLY AS TO THE COMPONENTS FURNISHED BY OUTBACK BUILDINGS. IT IS THE RESPONSIBILITY OF THE PURCHASER TO COORDINATE DRAWINGS PROVIDED BY ASK4 ENGINEERING, INC. WITH OTHER PLANS AND/OR OTHER COMPONENTS THAT ARE PART OF THE OVERALL PROJECT. IN CASES OF DISCREPANCIES, DRAWINGS PROVIDED BY OUTBACK BUILDINGS SHALL GOVERN. THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR ERECTION OF THIS STRUCTURE. ANY OBSERVATION VISITS TO THE PROJECT SITE BY THE UNDERSIGNED ENGINEER ARE NOT TO BE CONSTRUED AS BEING INSPECTIONS FOR THE CONSTRUCTION OF ANY COMPONENT OF THIS BUILDING. 6. INSPECTIONS: EXCEPT IF NOTED IN MEMBER SCHEDULE TO LEFT, NO SPECIAL INSPECTIONS ARE REQUIRED BY THE GOVERNING CODE ON THIS JOB. ANY OTHER INSPECTIONS REOUESTED BY BUILDING DEPARTMENT SHALL BE AT OWNER'S EXPENSE. 7. SOIL REQUIREMENTS: ALLOWABLE SOIL BEARING VALUE INDICATED ON DRAWING SHEET 1 OCCURS AT 12" BELOW FINISH GRADE, OR EXISTING NATURAL GRADE, OR AT FROST DEPTH SPECIFIED BY BUILDING DEPARTMENT, WHICHEVER IS THE LOWEST ELEVATION. ROUND CONCRETE PIER FOUNDATION EMBEDMENT DEPTHS DO NOT APPLY TO LOCATIONS WHERE ORGANIC OR UNNATURAL FILL EXISTS OR WHERE WALLS OF THE HOLE WILL NOT STAND WITHOUT SUPPLEMENTAL SUPPORT. 8. CONCRETE REQUIREMENTS: ALL CONCRETE SHALL HAVE A MIN. 28-DAY STRENGTH OF 2500 psi. HIGHER STRENGTH CONCRETE MAY BE USED, AT OWNER'S DISCRETION, FOR FINISH AND DURABILITY PURPOSES. CEMENT SHALL COMPLY WITH ASTM ('150, TYPE 2, AND SHALL CONTAIN NO FLYASH. ALL CONCRETE PLACEMENT SHALL BE PERFORMED IN ACCORDANCE WITH All STANDARD 301-05, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", WHICH IS HEREBY MADE A PART OF THESE DOCUMENTS. CONCRETE REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60 FOR 04 BARS AND LARGER, GRADE 40 FOR #3 BARS. WELDED WIRE MESH SHALL CONFORM TO ASTM A185 (Fy MIN. OF 70 ksi). ALL FOOTING REINFORCING BARS TO BE CONTINUOUS AROUND CORNERS. LAP SPLICE FOOTING REINFORCING MIDWAY BETWEEN COLUMNS AND MULLIONS. ALL LAP SPLICES TO BE 48 BAR DIAMETERS MIN., U.N.0. CONCRETE GRADE BEAMS, THICKENED SLAB EDGES, PIERS, AND SPREAD FOOTINGS SHALL BE POURED ONTO UNDISTURBED, NATIVE SOIL WHICH IS FREE FROM ANY MATERIAL THAT WILL ADVERSELY AFFECT THE MIN. ALLOWABLE SOIL BEARING PRESSURE SPECIFIED ON SHEET 1. 9. STRUCTURAL STEEL REQUIREMENTS: ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy MIN. OF 36000 psi), U.N.O. ALL BOLTS SHALL CONFORM TO ASTM A307, U.N.O. BOLT HOLE DIAMETERS SHALL BE 1/16" LARGER THAN NOMINAL BOLT DIAMETER. ALL INSTALLATION SHALL BE IN ACCORDANCE WITH AISC "CODE OF STANDARD PRACTICE". CAST -IN -PLACE ANCHOR BOLTS, IF SPECIFIED, MAY BE EITHER A307 J-BOLTS WITH STD. BEND OR A36 THREADED ROD WITH A FULLY ENGAGED NUT. EMBEDMENT SPECIFIED ON DRAWINGS SHALL BE MEASURED FROM TOP OF J-BOLT BEND OR THREADED ROD NUT. NO WELDING IS REQUIRED ON THIS JOB. 10. LIGHT GAUGE STRUCTURAL STEEL REQUIREMENTS: ALL LIGHT GAUGE STEEL FRAMING MATERIAL AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS". ANY WELDING OF LIGHT GAUGE STEEL MEMBERS SHALL BE PERFORMED BY WELDERS HAVING A VALID CERTIFICATE AND CURRENT EXPERIENCE IN THE WELDING OF LIGHT GAUGE STEEL. CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE ENGINEER. ALL LIGHT GAUGE STEEL MATERIAL SHALL HAVE A SPECIFIED MINIMUM YIELD STRENGTH OF 57000 psi. THE GRADE AND ASTM SPECIFICATION NUMBER SHALL BE INDICATED BY PAINTING, DECAL, TAGGING, OR OTHER SUITABLE MEANS, ON EACH LIFT OR BUNDLE OF FABRICATED ELEMENTS. ALL LIGHT GAUGE STEEL MEMBERS WITH A FLANGE WIDTH OF UP TO 2.5" SHALL HAVE MIN. FLANGE STIFFENER LIPS OF 5/8". LIGHT GAUGE STEEL MEMBERS WITH A FLANGE WIDTH OF UP TO 4" SHALL HAVE MIN. FLANGE STIFFENER LIPS OF 3/4". DECIMAL THICKNESSES OF LIGHT GAUGE STEEL MATERIAL, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR EXCEED THE FOLLOWING: GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. RT OF 12 0.105 16 0.057 20 0.036 14 0.070 18 0.048 ALL BOLTS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL CONFORM TO ASTM A307. BOLTS SHALL BE SPACED NO LESS THAN 3 BOLT DIAMETERS BETWEEN CENTERS. DISTANCE FROM BOLT CENTER TO THE END OR EDGE OF ANY LIGHT GAUGE MEMBER SHALL BE A MIN. OF 1.5 BOLT DIAMETERS. ALL SCREWS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL BE SELF -DRILLING SCREWS AND SHALL HAVE A MIN. TENSILE BREAKING STRENGTH OF 100,000 psi. SCREWS SHALL BE SPACED NO LESS THAN 1" 0.C. AND EDGE OR END DISTANCE SHALL NOT BE LESS THAN 1.5". UNLESS NOTED OTHERWISE, ALL REFERENCES TO 'SCREWS' CONNECTING MATERIAL THICKER THAN 20 ga. SHALL BE #14 SCREWS AND SHALL HAVE 14 THREADS PER INCH. SCREW ROOT DIAMETERS SHALL NOT BE LESS THAN: #14 SCREW: .200" #12 SCREW: .177" #10 SCREW: .153" 11. STEEL ROOF AND WALL PANELS (CLADDING): LIGHT GAUGE STEEL ROOF AND WALL PANELS SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE AND HAVE A MIN. YIELD STRENGTH OF 80000 psi. DECIMAL THICKNESSES, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR EXCEED THE FOLLOWING: GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. 22 0.0299 26 0.0179 29 0.0135 24 0.0239 28 0.0149 30 0.0120 SEE DETAILS H 2 AND 12 FOR ROOF AND WALL PANEL FASTENER TYPES AND SPACINGS. STRAP TYPE END SCREWS 1.5" X 16 ga. STRAP (3) #14 SCREWS 2" X 16 ga. STRAP (4) #14 SCREWS 1.5" X 14 go. STRAP (4) #14 SCREWS 2" X 14 go. STRAP (6) #14 SCREWS CLEARSPAN FRAME (OR ENDWALL) COLUMN OR RAFTER, OR CORNER COLUMN OUTSIDE FACE OF FOUNDATION AND/ OR WALL GIRTS X-BRACING STRAP (SEE 'MEMBER SCHEDULE' ABOVE FOR STRAP TYPE), ATTACH TO OUTSIDE FACE OF COLUMNS AND COLUMNS AND TOP OF RAFTERS WITH # OF END SCREWS SPECIFIED ABOVE x AT EACH STRAP NOTES: 1) CONNECT STRAP AT TOP OF ADJACENT COLUMN OR RAFTER IN SAME MANNER. 2) IF DOUBLE STRAPS ARE SPECIFIED IN SCHEDULE ABOVE, INSTALL SIDE -BY -SIDE. M ROOF & WALL X-BRACING CONNECTION SINGLE FRAME OR CORNER COLUMN 12" CEE 12 ga. FRAME COLUMN 11 go. COLUMN ANCHOR BRACKET(S) (2) 5/8" DIAM. A307 BOLTS AT 8" 0.C. (2) CONCRETE ANCHORS PER BRACKET AT 8" 0.C. (SEE SCHEDULE ABOVE FOR SIZE AND TYPE) DWG NO DOUBLE FRAME COLUMN NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LEGS. AT SINGLE FRAME COLUMN, BRACKET MAY BE PLACED ON EITHER SIDE OF COLUMN. AT CORNER COLUMN, BRACKET MUST BE INSTALLED ON SIDE OF COLUMN SHOWN. FRAME COLUMN BASE CONNECTION DWG NO BC302 N NOTE: G INSTALL WALL SIDING SCREW ADJACENT TO STRAP LOCATIONS AT BOTTOM OF SAVE PURLIN EAVE PURLIN WALL GIRTS ROOF PURLINS ROOF PANEL/SHEATHING MIN. 1.5" X 16 ga. STRAP AT LOWER FLANGE OF PURLINS FROM SIDE -TO -SIDE OF BUILDING (SEE ELEVATIONS FOR LOCATIONS) WITH 010 MIN. SCREW AT EACH PURLIN AND AT EACH EAVE PURLIN MIN. 1.5" X 16 go. STRAP AT INSIDE FLANGE OF GIRTS FROM FDN. TO EAVE PURLIN OR ENDWALL RAFTER (SEE ELEVATIONS FOR LOCATIONS) WITH #10 MIN. SCREW AT EACH GIRT AND TO LAVE PURLIN OR ENDWALL RAFTER 7 BEND OVER GIRT STRAP AND ATTACH TO CONCRETE FDN. WITH 1/2' DIAM. x 2.5" LONG POWERS 'WEDGE -BOLT' ANCHOR (OR EQUAL) WITHIN 1/4" CLEAR TO BEND NOTE: IF WALL STRAP CANNOT BE CONTINUOUS FROM FDN. TO EAVE BECAUSE OF DOOR OR WINDOW, USE 2-LEGGED FLYBRACING MATERIAL PER DETAIL L/2 IN LIEU OF STRAP. GIRT AND PURLIN FLANGE BRACING �0+ DWG NO PGBBA 10" CEE 14 ga. ENDWALL COLUMN 11 ga. COLUMN ANCHOR BRACKET (2) 5/8" DIAM. A307 BOLTS AT 8" O.C. (2) CONCRETE ANCHORS PER BRACKET AT 8" O.C. (SEE SCHEDULE ABOVE FOR SIZE AND TYPE) CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LEGS. ENDWALL COLUMN BASE CONNECTION DWG NO BCE12 deist Expires: 10-31-2007 www.outbacksteelbuildings.com DISTRIBUTING COLD -FORMED STEEL BUILDINGS THROUGHOUT THE U.S. AND CANADA �111 II4' (111I1111;' �nnuu �1- 0 m EE E- fn 0 U r n.. W 0 z z 0 J W JOB NAME w a_ w 0 z DRAWN jtl / dab CHECKED smI DATE 7/5/2007 JOB NO. UMII207 SHEET