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Home My WebLink AboutB17-1208 047-250-206Department of Development Services BuildimyDivision 7 County Center Drive Oroville, CA 95965 MAIN (530) 538-7601 FAX (530) 538-7785 SPECIAL INSPECTION NOTA For Building Permit # BP SP17- i2eV ,Assessor's Parcel 4-7 -Zia -z&Ca Special Inspections — 2013 California Building- Code section 1701. In addition t required b Section 108 t - o the Inspections Y e owner or engineer or architect of record acting as the owner's agent shall employ one or mores special inspectors who - p p o shall provide inspections during on the types of work listed under Section 17 construction 01.5. The special inspector shall person who shall de p 1 be a qualified demonstrate competence, to the satisfaction of the • • building official, for inspection of the particular type of constructs • Yp on or operation requiring special inspection. p p tion. Dulflies 4a.1rid Resp onsibihties O f the Special Inspector: 1 . The special inspector shall observe the work assigned signed for conformance with thea r ve design, drawings ands ecificatio pproved specifications. 2. The special inspector shall furnish inspection reports ports to the building official and the engineer or architect of record. All discrepancies shall be brow g p brought to the immediate attention of contractor for correction',then i -the f uncorrected, to the proper design author* • official. gity and to the building 3. The special inspector shall submit a final signed . * . g d rep ort to the Butte Count Building 1 statin whether the work requiring Y ding Division g requiring special inspection was, to the best of f his or her knowledge, in nuance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor. that Butte County Building Division ,inspections cannot be delegated to him or * g on g her, so inspections must also -be made by the ButteCount Building Division. 5. Any change in special inspection firms made after r permit issuance shall be approved Butte Count Building DiVISIO pp by the Y g n prior to the new firm performing an inspections. 6. Special inspections • • g Y p ions. p p ions are in addition to the regular inspections performed by the Butte CountyBuilding Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures c • overs or otherwise prevents ro er s ecial inspection. p p p Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: Name of Special Inspection Company: r 11 10z".9111`9 (tE��1� ► .:.� J1.1 i 1 'a'. �� iOIS '- t �. P* v Cp 49-11, t�S Qom.} W 0 v Cp 49-11, t�S Qom.} W 0 t�S Qom.} W 0 0- r r 1 Lithgnia Lighting 2_ft. White LEQ Hia... for $159.00 16 Learn More Home / Lighting & Ceiling Fans / Commercial Lighting / High Bay Lights - . �.-.... Model # 1131111 L MV Intemet #203812710 Store SKU #691941 Share Save to List Pick Up In Store Today Free store pickup at Chico 21 in stock Aisle 45, Bay 007 Text to Nle Check Nearby Stores Or buy now with Product Overview {• LILI10111a Ligltting 2 ft. White L dight ED High Bay 10 4) ' Write a Review Questions & • 11,200 lumen -output ideal for large warehouses and ` retail spaces • High-performance LEDs boast a 60,000 -hour average lifespan • LED source is 31% more efficient than fluorescent $159.0 /each If you buy 8 or more $14110 /each El LETS PROTECT TMS. Add a 2 -year Home Depot Protection Plan for $25.00 Learn More Quantity We're unable to ship this item to: GU, PR, VI The 2 fL White LED High Bay Light from Lithonia Lighting is ideal for illuminating large commercial areas such as warehouses, retail spaces, garages, gyms, manufacturing facilities and other work areas. This is the perfect energy-efficient and maintenance -free replacement or upgrade choice for existing HID metal halide and fluorescent high bay light fixtures. Offering 31 % greater efficiency than traditional T5HO fluorescent high bays, this LED fixture helps save on energy costs and eliminates the hassle of changing bulbs. • High-performance, 4000K LEDs produce 11,200 lumens over an average life of 60,000 hours • Energy-efficient LED technology is 31% more efficient than T5HO fluorescent to help save money 9 Frosted acrylic lens prevents glare and shields the LEDs 1 We'll Ship It to You Free Shipping Order within 6 hrs 46 mins to get it by June 16 See Shipping Options Schedule delivery as soon as tomorrow Info & Guides Energy Guide Installation Guide Instructions / Assembly Product Brochure Specification Warranty You will need Adobe® Ac robaM Reader to view PDF documents. Download a free copy from the Adobe Web site. ff Specifications Dimensions Length/circumference 2213 (in.) Product Depth (in.) 23.8 Details Commercial Light High Bay Type Connection Type Hardwired Dimmable Yes Fixture Color/Finish White Fixture Color/Finish ate Family Hardware Included Yes Light Bulb Base Code Other Light Bulb Type LED Included Warranty /Certifications Certifications and Listings Product Height (in.) Product Width (in.) Maximum Bulb Wattage Maximum Wattage (watts) Number of Bulbs Required Package Quantity Product Weight (lb.) 5.3 16.2 125 C 0 1 101b Recommended Light A15 Bulb Shape Code Returnable 90 -Day CSA Listed Manufacturer Warranty 5 -year limited warranty 3 LL I -u m o IC) m d C rnAn 13 o M OMS � w v -N Torr,-) Ho 4c) V-) -rO-iD Y) br c�,c C� c�� V\oa L- c'nQ- 1 Gren- c' 't�3 ` IOQ Ile ---i ICA- CIO "f 1 pN r (3 a �� / M m mm U � w v -N Torr,-) Ho 4c) V-) -rO-iD Y) br c�,c C� c�� V\oa L- c'nQ- 1 Gren- c' 't�3 ` IOQ Ile ---i ICA- CIO "f 1 pN r (3 a �� / DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 960 Phone (530) 833-5423 Q?,OFESS/p�, qlN, C 42028 M PROJECT SCOPE: t EXP. 03/31/18 \� CI0. �FCAL�F Page 1 Job No. 17013 Date: May 2017 Harton Metal Building Foundation PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 40'x 40' METAL BUILDING. USE THE BUILDING COLUMN REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER FOR DESIGN OF THE COLUMN FOOTINGS. UTILIZE AVAILABLE SLAB DEAD LOAD TRIBUTARY TO THE COLUMN FOOTINGS TO RESIST UPLIFT FORCES. CHECK SOIL BEARING PRESSURE USING DEAD PLUS LIVE LOADING. DESIGN THE COLUMN ANCHORAGE PER AC1318-14 CHAPTER 17. DESIGN DATA: CALIFORNIA BUILDING CODE 2016 EDITION CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (f c) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES &EXCEPTION 3. FOR NONSTRUCTURAL CONCRETE SLABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL STRENGTH (Fy) 60 KSI ANCHOR BOLTS F1554 GRD 36 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PERAfiTI'J�0- BUTTE COUND E TY D�1/ELOPNENTSERVICES DATE 7 • �i �-1 % ,� 46 Wd DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 6" SLAB RESITING UPLIFT Page 2 Job No. 17013 Date: May 2017 Harton Metal Building Foundation FIND: TRIBUTARY WIDTH OF 6"SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH (f c) REINFORCING STRENGTH (Fy) WIDTH OF SECTION (b) THICKNESS OF SLAB (t) DEPTH OF REINFORCING (d) (t/2) WEIGHT OF CONCRETE BENDING STRENTH REDUCTION FACTOR (phi) LOAD FACTOR FOR WIND AREA OF REINFORCING STEEL (As) (#3 @ 18" o.c.) REINFORCING RATIO (p) = As /(b * d) MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) Mw=.15*6/12'`Wr^2/8 MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) Mn = p * b * d * Fy * (d -.5 * p*d /.85 * Fy/fc) 3000 PSI 60 KSI 12 IN 6 IN 3 IN 0.15 KCF 0.9 1.6 0.073 IN A 2 0.002028 .009375*Wr^2 12.83 KIP IN FIND REQUIRED WIDTH OF SLAB EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * Wr^2 Wr^2 = 60 * Mn Wr = (60 * Mn)^.5 8.01 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) USE CONSERVATIVE ALLOWABLE WIDTH 8.01 FT 7.00 FT DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 3 Job No. 17013 Date: May 2017 Harton Metal Building Foundation RIGID FRAME COLUMN FOOTING LINES (A&C) AT (2) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =1.5+.3+6 7.8 HORIZONTAL OUTWARD THRUST (Rho) (D + C + L) =.4+.1+2 2.5 VERT UPLIFT (Rvu) (.6(D+C)+.6*(WIND-LONG1))=.6*(1.5+.3)-.6*(11.0) -5.5 HORIZ IN FORCE (Rhi) (.6(D+C)+.6*(WIND.LONG1))=.6*(.4+.l)-.6*(.4) 0.1 DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls f- VAE EDGE OF SIAL �I ICOL 1--.- ---. --- -- FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (WD THICKNESS OF FOOTING BELOW SLAB (Tf) WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) 0.15 2.17 1.50 9.17 6.00 KIPS KIPS KIPS KIPS KCF FT FT FT IN DEAD LOAD RESISTANCE TO UPLIFT Zt ' (0.6*(D+C) + .6*(WIND_LONG1)) -5.5 KIPS REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OFFOOTING (ZD = =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6112 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) SUFFICIENT) -0.36 FT REQUIR ED LENGTH OF FOOTING(Ur)(SLAB FT • FOOTING LENGTH(Lf)3.00 USE. FO BENDING IN FOOTING: 1.198 KSF SOIL PRESSURE (q) ( D + L) KIP FT BENDING MOMENT IN FOOTING(M)2.93 3000 P SI CONCRETE COMPRESSIVE STRENGTH (fc) 60000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 20.5 IN REINFORC ING DEPTH(d)d = Tf *12 + 6 - 3.5 0.9 STRENGTH REDUCTION FACTOR (phi) 1.5 DEAD + LIVE LOAD FACTOR =(1.2D, + 1.6L) / (D + L) KIP FT KULTIMAT E MOMENT(Mu)4.4 0.000089 < pmin FORCING STEEL RATIO REIN (P) 0.0001 9 USE: . REINFORCING STEEL RATIO (p') 0.063 IN^2 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) USE: 2 - ##4 As = 0.40 I N"2 RIGID FRAME FOOTING 21- 2" WIDE x V- 6" THICK x 3'- 0" LONG LINE (A&C) AT (2): WI 2 - #4 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 4 Job No. 17013 Date: May 2017 Hayton Metal Building Foundation CORNER COLUMN FOOTINGS LINES (A&C) AT (1&3) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+LL+CL)=.8+1.1+3.4 5.3 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+LL+CL)=.2+0+1.1 1.3 KIPS VERTICAL UPLIFT (Rvu) 0.60*(D+C-WIND_LEFT1)=.61.8+1.1-5.5) -2.2 KIPS HORIZONTAL FORCE (Rhi) 0.60"(D+C-WIND_LEFT1)=.6*(.2+0+2.9) 1.9 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING NO SL FOOTING & SLAB DATA: Ls EDGE OF SLA FOOTING / SLAB PLAN WEIGHT OF CONCRETE WIDTH OF FOOTING (W� THICKNESS OF FOOTING BELOW SLAB (Tfl WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD +WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Ur) WEIGHT OF FOOTING (Zfl =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr/2 + 1.25 + 7 WEIGHT OF SLAB (Zs) = 0.15 * 6/12'` Ws'` (Lfr/2 + 8.25) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) SLAB SUFFICIENT USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH (fc) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.60 / (D + L) ULTIMATE MOMENT (Mu) � REINFORCING STEEL RATIO (p) � USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) USE: 2 - #4 As = .40 IN"2 CORNER ENDWALL COLUMN 21- 2" WIDE x V- 6" THICK x 2' - 6" LONG FTGS LINES (A&C) AT 0&3): W/ 2 - #4 CONT AT BOTT. & 6" SLAB OVER 0.15 KCF 2.17 FT 1.50 FT 9.17 FT 6.00 IN -2.2 KIPS -2.49 FT 2.50 FT 0.977 KSF 1.66 0.000062 0.000083 KIP FT 3000 PSI 60000 PSI 18.5 IN 0.9 1.5 2.5 KIP FT < pmin 0.040 IN A 2 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 5 Job No. 17013 Date: May 2017 Harton Metal Building Foundation TYPICAL HAIRPIN TIE DESIGN AT RIGID FRAME ANCHOR ASSEMBLIES DESIGN DATA: MAX HOR. THRUST TO BOLTS (Fh) (D+C+L) 2.5 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #5 AREA OF REINFORCING (Ab) 0.31 IN ^2 CONCRETE STRENGTH (f c) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST (w) 30 DEGREES STRESS CHECK: (ALLOWABLE STRESS DESIGN) HORIZONTAL THRUST TO BOLT PAIR @ONE TIE (Fh') 2.5 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 ADD'L REDUCTION FACTOR (171) (ACI SECT. 17.5.2.9) (IF APPL) 1.0 NOT APPL LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) OK 4.7 KSI �. TENSION REINFORCING DEVELOPMENT DATA: REINFORCING BAR SIZE (#) # 5 NOMINAL BAR DIAMETER (db) 0.625 IN CLEAR SPACING OF BARS 12.00 IN CLEAR COVER OF BARS 1.00 IN MINIMUM SPACING OR COVERING (c) 1.00 IN IS 12" OF CONCRETE BELOW REINFORCING? NO EPDXY-COATED BARS? NO LIGHTWEIGHT CONCRETE? NO DESIGN DATA: REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCEMENT LOCATION FACTOR (alpha) 1.00 COATING FACTOR (beta) 1.00 REINFORCEMENT SIZE FACTOR (omni) 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 25.4.2.2: 1 id = fy * alpha *beta * lamda * db / (25* (fc)^0.5) 27.39 IN 1 Id = fy *alpha *beta * lamda * db / (20* (fc)^0.5) 34.23 IN 1 Id = 3 * fy *alpha *beta `` lamda'` db / (50 * (fc)^0.5) 41.08 IN 1 Id = 3 * fy *alpha *beta'` lamda'` db / (40 * (fc)^0.5) 51.35 IN CHECK MINIMUM Id PER ACI 25.4.2.3: IS (c + Ktr) / db > 2.5? NO Id = 3/40*fy/(fc)"0.5*alpha*beta*omni'`lamda"db/(((c+Ktr)/db)or2.5) 25.67 IN CHECK MINIMUM Id PER ACI 25.4.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 27.39 IN TYP. HAIRPIN TIES 1 - #5 HAIRPIN TIES W14' - 9" MIN. LEGS 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE 1" MINIMUM CONCRETE COVER AT SLAB a L DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 6' Job No. 17013 Date: May 2017 Harton Metal Building Foundation RIGID FRAME ANCHOR BOLTS ANCHOR BOLT DESIGN (STRENGTH METHOD) OK >Nua FOR COMBINED SHEAR AND TENSION AT LINES (A&C) AT (2) (.6(D+C)+.6*(WIND-LEFT1)) >Vua 2016 CBC SEC 1901.3 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE >Vua OK & ACI 318-14 CHAPTER 17 SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw)=.6*(.8+-1-5-5) 2.76 KIPS DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw)=.6*(.2+0-2.9) 1.62 KIPS SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.00 KIPS SEISMIC SHEAR TO BOLT GROUP (Vs) 0.00 KIPS WIND ULTIMATE LOAD FACTOR (Fw) = 1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 4.60 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw") = Fw*Vw 2.70 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs"Ts 0.00 KIPS FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 KIPS DESIGN FACTORED TENSION LOAD (Nua) = TWO = 4.60 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 2.70 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 NOMINAL BOLT TENSILE _ (phi*Nn) _ (phi*Nsa*n) = 90.65 KIPS NOMINAL CONCRETE TENSILE _ (phi*Nn) _ (phi*Ncbg) = 42.49 KIPS NOMINAL BOLT SHEAR = (phi*Vn) _ (phi*Vsa*n) = 37.71 KIPS NOMINAL CONCRETE SHEAR = (phi*Vn) _ (phi*Vcbg) = 28.49 KIPS COMBINED TENSILE AND SHEAR LOADS 17.6 INTERACTION OF TENSILE AND SHEAR LOADS >Nua OK >Nua OK >Vua OK >Vua OK 17.6.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nual(phi*Nsa)+Vua/(phi*Vsa) = 0.12 <1.2 OK 17.6.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nual(phi*Ncbg)+Vual(phi*Vcbg) = 0.20 <1.2 OK DESIGNED ANCHORAGE: 4 - 314" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 314" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & TENSION 17.3.3 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.75 ii) SHEAR LOADS 0.65 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.75 0.70 ii) TENSION LOADS 0.75 0.70 17.4.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 7 Job No. 17013 Date: May 2017 Harton Metal Building Foundation ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) 17.4.1.1 NOMINAL STRENGTH OF SINGLE ANCHOR INTENSION (Nsa) 17.4.1.2 Nsa = Ase,N*futa 30.2 KIPS YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (futa) 68 KSI futa = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase,N) 0.442 IN^2 17.4.2 CONCRETE BREAKOUT STRENGTH IN TENSION 17.4.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 60.7 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (ca1+s1+1.5*heW(ca2+s2+1.5+hef) 1310 IN A 2 EFFECTIVE EMBEDMENT DEPTH (hef) 12 IN BOLT SPACING X AXIS (s1) 4 IN BOLT SPACING Y AXIS (s2) 4 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 10.75 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 28 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 1296 1 N^2 17.4.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc*(fc)^.5*(hef)^1.5 54.6 KIPS COEFFICIENT FOR CAST -IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE (fc) 3000 PSI 17.4.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hef) 12.00 IN 17.4.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 17.4.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.88 Y AXIS Yed, N = .7+.3*ca 1/(1.5*hef) 1.17 X AXIS 17.2.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 17.4.2.7 MODIFICATION FACTOR CAST -IN ANCHORS, UNCRACKED (YcpN) 1.0 17.4.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION 17.4.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = YC,P*Np 239.2 KIPS 17.4.3.4 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) Np = 8*Abrg*fc 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. - Ase) 7.12 1 N 17.4.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 17.5.1 STEEL STRENGTH OF ANCHORS IN SHEAR 17.5.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase,V*futa Ase,V = Ase, N 58.0 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 0.8 17.5.2 CONCRETE BREAKOUT STRENGTH IN SHEAR 17.5.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco* Yec,V * Yed,V * Yc,V * Yh,V * Vb 40.7 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+sl)*ha 870 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca JA 2 520 1 N^2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)^.2*do^.5*fc^.5*cal^1.5 20.3 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*f c^. 5*ca 1 A 1.5 17.4 KI PS WHICH IS LESS, Vb OR Vb'? VB' IS LESS USE Vb' LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN 17.5.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 17.5.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*ca2/(1.5*cal) 1.0 17.5.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 17.5.2.8 MODIFICATION FACTOR FOR ha<1.5*cal (Yh,V) = (1.5*cal/ha)A .5 >1.0 1.00 .. �M ...,� i.,, „,• y ori.;.-,w:� yx.a�r- - �. 1t 't •AM L f.`+V17'n �` .ENT.. ,+• V 101V11 1 A-IL.7 Vl Update p Reactions? Page LOC Date Revised 1 Design Criteria 2 Building Sketch 3 Design Summary 4-14 Special Detail 15 Design Reactions K Seismic Desi 17-18 A CALCULATIONS PACK -AGE BUILDER: CBS-XPRES MIDWEST REGION CUSTOMER: CHANEY MILLER INC JOB NUMBER: 15-B-78572 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 13 r.v 7: r„ r%" U; r♦rlrX 7 1\V Rev # V 101V11 1 A-IL.7 Vl Update p Reactions? Page LOC Date Revised 1 Design Criteria 2 Building Sketch 3 Design Summary 4-14 Special Detail 15 Design Reactions 16-17 Seismic Desi 17-18 Original Design Completed thru Change Order # 0 13 r.v 7: r„ r%" U; r♦rlrX 7 1\V Rev # V 101V11 1 A-IL.7 Vl Update p Reactions? Reason for Revision Pages Revised Date Revised Eng. Project Engineer: Checking Engineer: Signing Engineer: Naga Ramya (Fairview) Akula Sai Krishna Rick F. Williamson, P.E. PERMITt 7J t2 BUTTE COUNTY DBIELOPMENT SERVICES JL. Fnl..,� DATE . 2 OSS 1.4111, 047-2950-211(, Sy t k9; Ccuj Id ' F'. ACCREDITED an NCI Company AC472 Phone: (319) 217-4000 Midwest Service Center 305 North Iris Street, P.O. Box 72, Mt. Pleasant, IA 52641-3118 Fax: (319) 217-4178 April 17, 2017 CBS-XPRES MIDWEST REGION PO BOX 72 MT PLEASANT, IA 52641 15-B-78572 CHANEY MILLER INC 102 TALON DRIVE CHICO, CA 95973 401-0" x 40'-0" x 16'-0" To Whom -It May Concern: This is to certify that materials for accordance with the order documents, Engineering Design Criteria Sheet. the subject structure have been designed in specifically as shown per the attached Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Ceco Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Ceco Building Systems stems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Ceco Building Systems or a division of its affiliate N Y CI BuildingSystems and is not the engineer of record for this project. Cordially, Ceco Buildk Materials,%f An NC I -,-C OMP g Systems r Metal Buildings ily L. 1Afi11inrv�c�nn Ric i iamson .Apr 17 2017 8:10 AM 6RZard F. Williamson, P.E. Manager of Engineering e.005 ssj �� . w�y� y N m 0F6A��F�4�� 1 15-B-78572 04/17/17 Job Number: 15-B-78572 Jobsite: CHICO, CA 95973 Revision: 0 Date: CBS-XPRES MIDWEST REGION Designer: NSR 4/17/17 By: Building Code ....................... CBC 16 Risk Category ........................ I - Low Roof Dead Load Superimposed.................... Collateral...................... Roof Live Load ....................... Snow Wind Ground Snow Load (Pg)........... Snow Load Importance Factor (Is) Flat Roof Snow Load (Pf) ........ Snow Exposure Factor (Ce)....... Thermal Factor (Ct) ............ . Checker: PNR Pages Revised: 2.000 psf 0.500 psf 16 / 12/20.00 0.00 psf 0.80 0.00 psf 1.0 1.00 psf Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.455 psf pressure -32.545 psf suction Other Areas 24.455 psf pressure -26.493 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss .............................. 0.6171 g Sds ..... 0.5374 g S1 .............................. 0.2767 g Shc ..... 0.3400 g Analysis Procedure .............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.5 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.154 0.165 0.165 Design Base Shear in kips (V) Transverse 1.71 Longitudinal 1.63 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * special design performed by a licensed engineer using concentrated * loads and may require separate support members within the roof * system." 2 04/17/17 n 0 0 ON, =j - I � M o a Fo-.,j C5 N � d LL- a� (D N • — �- (z 4- O -►.-1 cz m co O U— r' • — - .0 N cz U Q x N O ON, =j - I � M o a Fo-.,j C5 N � d LL- RAMING SUMMARY 15-B-78572 F • • Roof 4/17/17 4:26am PURLIN LAYOUT: -------------- Surface Purlin Id Type 2 ZB 3 ZB PURLIN LOCATION: ---------------- Surface Purlin Id Id 2 1 2 3 4 3 1 Stub-Purlin 2 Total 3 -Set -Space 4 surf 1 8X25Z16 Stub-Purlin Total Peak -Set -Space - Left -Ext Right Left Right Rows Space Space Row 0.00 0.00 N N 4 1.33 4.68 4 0.00 0.00 N N 4 1.33 4.68 4 Surf Offset 4.68 9.37 14.05 18.74 20.07 1.33 6.02 10.70 15.39 20.07 PURLIN & EAVE STRUT: -------------------- Surface Bay Id Id Part 2 1 8X25Z16 2 8X25Z16 9 4.68 4.68 4.68 4.68 1.33 1.33 4.68 4.68 4.68 4.68 -Purlin-Lap- Left Right 1.33 1.33 IS Flg Strap 0 0 Eave Strut 8ES1L14 8ES1L14 3 1 8X25Z16 1.33 0 8ES1L14 2 8X25Z16 1.33 0 8ES1L14 ROOF BRACING: ------------- Bay Attach Id _Locate Start End Type Part Dia 1 0.00 20.00 Rod WR0800 0.500 20.00 40.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: ------------------- Wall Frame Line Lap ------- Bolt_Size------ Id Id Type Plate No. Type Dia Washer 2 1 RF - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 RF - 2 A325 0.500 0 4 1 RF - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF - 2 A325 0.500 0 PURLIN ANTI -ROLL: 4 04/17/17 IF ----------------- Surf Line Id Id AntiRoll Type 2 RF Clip w/gusset 3 RF Clip w/gusset DS_AR011 No. Id Purlin Purlin_Id @004 1 4 @004 1 1 15-B-78572 FRAMING SUMMARY: Left Endwall 4/17/17 4:26am COLUMN: Grid Id Offset Line Part Co12 20.00 B 10F35C13 BASE PLATE: ----------Plate-------- Id Type Width Length Thick Co12 S3 7.00 10.00 0.250 CAP PLATE: -----Bolts ----- Id No. Type Dia Co12 2 A325 0.500 Base Length Elev 16.81 0.00 ----- Anchor _Bolt ----- Type Dia Gage Row GR36 0.625 3.00 1 OPENING LAYOUT: --------------- Open -----Ba --- ---Opening_Size------ Id Id Offset Width Height Sill 1 1 3.00 14.00 13.00 0.00 Base -Clip -Bolts No. Type Dia 0 Note ------------- OPENING JAMB/HEADER/SILL: Left Right Rot ------------------------- Open Id Bay Id Member Offset Locate Part Length 1 1 Jamb -L 3.00 0.00 8F25C16 13.00 D Jamb -R 17.00 0.00 8F25C16 13.00 GIRT LAYOUT: ---------- Bay_Offset --Support- Bay Id Locate Type Part Start End Left Right 1 7.50 ZF 8X25Z16 0.00 3.00 Col Jamb 7.50 ZF 8X25Z16 17.00 20.00 Jamb Col 13.00 CF8X35C14 0.00 20.00 Col Col 2 7.50 ZF 8X25Z13 0.00 20.00 Col Col 13.00 ZF 8X25Z14 0.00 20.00 Col Col GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 ----Lap---- Flg Left Right Rot 0.00 0.00 D 0.00 0.00 D 0.00 0.00 U 0.00 0.00 D 0.00 0.00 D 5 04/17/17 0 0 15-B-78572 •• FRAMING SUMMARYRight Endwall 4/17/17 4:26am COLUMN: Grid Id Offset Line Part Co12 20.00 B 10F35C13 BASE PLATE: ----------Plate-------- Id Type Width Length Thick Co12 S3 7.00 10.00 0.250 CAP PLATE: ---------- ----- Bolts ----- Id No. Type Dia Co12 2 A325 0.500 OPENING LAYOUT: --------------- Open -----Bay----- Id Id Offset 1 2 5.00 Base Length Elev 16.81 0.00 -----Anchor_ Bolt ----- Type Dia Gage Row GR36 0.625 3.00 1 ------- Opening_Size------ Width Height Sill 12.00 10.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Col Col Id Id Member Offset 1 2 Jamb -L 5.00 s 0.00 Jamb -R 17.00 0.00 D Header 10.00 GIRT LAYOUT: ------------ Bay Id Locate Type Part 1 7.50 ZF 8X25Z13 13.00 ZF 8X25Z14 2 7.50 ZF 8X25Z16 7.50 ZF 8X25Z16 13.00 ZF 8X35Z13 GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 Locate Part 0.00 8F25C16 0.00 8F25C16 5.00 8F25C16 Bay_Offset Start End 0.00 20.00 0.00 20.00 0.00 5.00 17.00 20.00 0.00 20.00 Base _Clip_Bolts No. Type Dia 0 Note ------------- Length 13.00 13.00 12.00 --Support- Left Right Col Col Col Col Col Jamb Jamb Col Col Col ----Lap---- Flg Left Right Rot 0.00 0.00 D 0.00 0.00 D 0.00 0.00 D 0.00 0.00 D 0.00 0.00 D 15-B-78572 FRAMING SUMMARY: Front Sidewall 4/17/17 4:26am 6 04/17/17 Q wq OPENING LAYOUT: --------------- Open -----Bay----- Id Id Offset 1 1 3.00 ------- Opening_Size------ Width Height Sill 10.00 10.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset 1 1 Jamb -L 3.00 Jamb -R Header GIRT LAYOUT: ------------ Bay Id Locate 1 7.50 7.50 13.00 2 7.50 13.00 Type ZB ZB ZB ZB ZB 13.00 10.00 Part 8X25Z16 8X25216 8X25Z16 8X25Z16 8X25Z16 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace -Height Id Bot Top 2 0.00 16.00 Locate 0.00 0.00 3.00 Part 8F25C16 8F25C16 8F25C16 Bay_Offset Start End 1.25 3.00 13.00 20.00 1.25 20.00 0.00 18.75 0.00 18.75 Note ------------- Length 13.00 13.00 10.00 --Support- -Support- Left Left Right Col Jamb Jamb Col Col Col Col Col Col Col Type Part Dia Rod WRO800 0.500 ----Lap---- Left Right 0.00 0.00 0.00 1.33 0.00 1.33 1.33 0.00 1.33 0.00 Flg Rot D D D D D 15B78572 •• FRAMING SUMMARYBack Sidewall 4/17/17 4:26am GIRT LAYOUT: ------------ Bay Id Locate 1 7.50 13.00 2 7.50 13.00 Type Part ZB 8X25Z16 ZB 8X25Z16 ZB 8X25Z16 ZB 8X25Z16 GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 Bay_Offset Start End 1.25 20.00 1.25 20.00 0.00 18.75 0.00 18.75 --Support- Left Right Col Col Col Col Col Col Col Col ----Lap---- ap---- Left Left Right 0.00 1.33 0.00 1.33 1.33 0.00 1.33 0.00 Flg Rot D D D D 7 04/17/17 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part 1 0.00 16.00 Rod WR0800 Dia 0.500 15-B-78572 FRAMING SUMMARY: Rigid Frame 1 4/17/17 4:26am LAYOUT: Type RF No. Line 1 Frame Line Id 1 Grid Line Id 1 MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate_ Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg 1 1 1 5.00 5.00 9.00 9.00 0.134 0.250 0.250 1 1 2 10.35 5.00 9.00 9.00 0.134 0.250 0.250 2 2 3 8.66 5.00 8.00 8.00 0.134 0.250 0.250 2 2 4 10.00 5.00 8.00 8.00 0.134 0.250 0.250 3 3 5 10.00 5.00 8.00 8.00 0.134 0.250 0.250 3 3 6 8.66 5.00 8.00 8.00 0.134 0.250 0.250 _ 4 4 7 10.35 6.00 9.00 9.00 0.134 0.250 0.250 4 4 8 5.00 6.00 9.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 1 2 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 8 04/17/17 To 4 3 3 1 L2X2X14G 3 4 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 15-B-78572 FRAMING SUMMARY: Rigid Frame 2 4/17/17 4:26am LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web -Depth- -Plate_Thickness- Id Locate Id Id IdPart Length Width Start End Web O-flg I-flg ---- 1 --- 1 --- 1 5.00 5.00 9.00 10.34 0.134 0.250 0.250 1 1 2 10.35 5.00 10.34 13.00 0.134 0.250 0.250 2 2 3 8.34 5.00 10.00 10.00 0.134 0.250 0.250 2 2 4 10.00 5.00 10.00 10.00 0.134 0.250 0.250 3 3 5 10.00 5.00 10.00 10.00 0.134 0.250 0.250 3 3 6 8.34 5.00 10.00 10.00 0.134 0.250 0.250 4 4 7 10.35 5.00 13.00 10.34 0.134 0.250 0.250 4 4 8 5.00 5.00 10.34 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ----------- ---Plate--- -----------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 1 2 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 9 04/17/17 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 UMMARY: Rigid 15-B-78572 FRAMING S id Frame 3 4/17/17 4:26am g LAYOUT: Type RF No. Line 1 Frame Line Id 3 Grid Line Id 3 MEMBER: Surf Mem Se Flange Flange -Web -Depth - Id Id Id Part Length Width Start End ---- 1 -----1 1 0.250 5.00 5.00 9.00 9.00 1 1 2 10.35 5.00 9.00 9.00 2 2 3 8.66 5.00 8.00 8.00 2 2 4 10.00 5.00 8.00 8.00 3 3 5 10.00 5.00 8.00 8.00 3 3 6 8.66 5.00 8.00 8.00 4 4 7 10.35 5.00 9.00 9.00 4 4 8 5.00 5.00 9.00 9.00 SPLICE: -Plate-Thickness- 1 Web 0-flg I flg 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 0.134 0.250 0.250 - -Surface- 1 ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space t_ -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--- -----------Bolt---------- Locate Type Width Thick Type Dia Gage Row Lt Column p 6.00 0.375 GR36 0.750 4.00 2 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 FLANGE BRACE: Surf No. Id Locate Side 1 1 1 1 2 1 2 1 1 2 2 1 Part L2X2X14G L2X2X14G L2X2X14G L2X2X14G Clip Base Elev 0.00 0.00 10 04/17/17 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 v 11 04/17/17 119,911, .010.010 Wj w3 K� ff CAM <i •�� ON y� 00 iy•y M NN • 1� • �N .�.......�. _...._._..ul�_........ L.�_.�.�._.�, a. _.— ----- ._..._..__. I K Ts N W Z qs-- W A - .*f M- Vq 10 A� 1 _ r� 1 co Vt r O z 10 C30 H M- Vq 10 A� 1 _ r� 1 co Vt r O P 631 I 94 SIC �N a. .. 15-B-78572 Bracing Reactions Report: BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Loc Line Line Horz Vert Horz Vert ----- L_EW 1 F-SW A 2 13 2.88 2.18 0.81 0.61 R EW 3 B SW C 3 12 2.88 2.18 0.81 0.61 (h) Rigid frame at endwall 4/17/17 4:26am Panel_Shear (lb/ft) Wind Seismic ------- Notes (h) (h) Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 -------------------- 15-B-78572 Additional Reactions Report: 4/17/17 4:26am Frame Line 1 1 2 2 3 3 Frame Line 1 1 2 2 3 3 Frame Line 1 1 2 2 3 3 Frame Line 1 1 2 2 3 Col Line C A C A C A Col Line C A C A C A Col Line C A C A C A Col Line C A C A C Rigid Frame Column Reactions(k ) -------------------------------- ----Dead--- Horz Vert 0.2 0.8 -0.2 0.9 0.4 1.5 -0.4 1.5 0.2 0.8 -0.2 0.8 -Snow-Drift Snow Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind_Right2 Horz Vert 0.4 -1.3 3.0 -3.7 0.4 -2.0 4.9 -6.0 0.4 -1.3 2.9 -3.7 -Seis_Left- -Seis Horz Vert -0.3 -0.2 -0.3 0.2 -0.5 -0.4 -0.5 0.4 -0.3 -0.2 Collateral Horz Vert 0.0 0.1 0.0 0.1 0.1 0.3 -0.1 0.3 0.0 0.1 0.0 0.1 Slide Snow Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -Wind-Press Suct- Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -Seis Right Horz Vert 0.3 0.2 0.3 -0.2 0.5 0.4 0.5 -0.4 0.3 0.2 ----Live--- Horz Vert 1.1 3.4 -1.1 3.4 2.0 6.0 -2.0 6.0 1.1 3.4 -1.1 3.4 Wind Leftl Horz Vert -2.9 -5.5 -0.5 -3.0 -4.9 -10.0 -0.4 -6.0 -2.8 -5.5 -0.5 -3.0 -Wind Suct- Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -Seis_Long- Horz Horz Vert 0.0 0.0 0.0 0.0 0.0 -0.8 0.0 -0.8 0.0 -0.8 Floor Live Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind Rightl Horz Vert 0.4 -3.0 2.9 -5.5 0.4 -6.0 4.9 -10.0 0.5 -3.0 2.8 -5.5 Wind Longl Horz Vert -0.1 -4.7 0.3 -3.7 -0.4 -11.0 0.7 -9.4 -0.1 -6.9 0.3 -5.9 ----Temp--- Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ----Snow--- Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind Left2 Horz Vert -2.9 -3.7 -0.4 -1.3 -4.9 -6.0 -0.4 -2.0 -2.9 -3.7 -0.4 -1.3 Wind Long2 Horz Vert -0.3 -3.7 0.1 -4.7 -0.7 -9.4 0.4 -11.0 -0.3 -5.9 0.1 -6.9 ----Rain--- Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w.press 1.52 w.suct -1.67 16 04/17/17 3 A -0.3 0.2 0.3 -0.2 0.0 -0.8 0.0 0.0 0.0 0.0 Endwall Column Reactions(k ) ----------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz 1 B 0.1 -3.3 3.7 ------------------------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz 3 B 0.1 -3.3 3.7 ----------------------------------------- -------------------- 15-B-78572 Seismic Design Report: 4/17/17 4:26am Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V Vmin Vmax T (Moment Frame) T (Braced -Frame) =IBC 15 = 40.00 40.00 16.00 16.00 = 0.667*Ie*Fa*Ss*W/R = 0.044*Sds*Ie*W = Shc*Ie*W/ (T*R) = 0.257 0.160 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = zone/Design Category= Ie S1 Sd1 = Sds = Seismic Dead Load, W 0.806 D 1.000 0.277 0.340 0.537 17 04/17/17 ti -------------------- Frame Dead Roof Dead Collateral (psf ) Roof Total L_EW Dead F_SW Dead R_EW Dead B SW Dead Seismic Forces -------------- Roof Bracing R= Cs = W = Force, V = Force, E _ Sidewall Bracing = 2.00 (psf ) = 2.00 (psf ) = 0.50 (psf ) = 4.50 (psf ) = 2.00 (psf ) = 2.04 (psf ) = 2.00 (psf ) = 2.00 (psf ) 3.25, Rho= 0.1654 8.55 (k ) 1.41 (k ) 1.84 (k ) 1.30 , Weight= , Weight= , Weight= , Weight= , Weight= Total = 7.20 (k ) 0.67 (k ) 0.64 (k ) 0.67 (k ) 0.64 (k ) 9.83 (k ) Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1654 0.45 W = 4.91 (k ) Force, V = 0.81 (k ) Force, Em = 1.63 (k ) Force, E = 1.06 ( k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 (k ) Cs = 0.1654 W = 4.91 (k ) Force, V = 0.81 (k ) Force, Em = 1.63 (k ) Force, E = 1.06 ( k ) Rigid Frames V Cs = Frame 1 W = Force, V = Force, E _ Frame 2 W = Force, V = Force, E _ Frame 3 W = Force, V = Force, E _ End Plates Frame Total Base Shear Longitudinal Force, V Transverse Force, V 3.50, Rho= 1.30 0.1536 2.90 (k ) 0.45 (k ) 0.58 (k ) 5.31 (k ) 0.82 (k ) 1.06 (k ) 2.90 (k ) 0.45 (k ) 0.58 (k ) 3.50, Omega= 1.63 (k ) 1.71 (k ) 2.50 18 04/17/17 44 L BUILDER/CONTRACTOR RESPONSIBILITIES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant coat of shop meeting the order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by.a corrosion resistant coating are painted with one primer manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of by the hand tool cleaning method drawings may void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter using, as a minimum, is intended to the Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer protect framing for of exposure to ordinary atmospheric conditions. Shop Primed steel stored in result in changes to the drawings, supporting structural calculations and design certification. steel only a short period the field pending erection should be kept free of the ground and so positioned as to minimize water -holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the that Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion from to atmospheric and environmental conditions, nor the compatibility of the primer to any specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result exposure field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES is responsible for securing all required approvals and permits from the appropriate agency as required. storage facilities. The resulting BLD Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members Builder is responsible for State Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with and A3) a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in "Specification Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and responsibility of and concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors - 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 the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these This project is designed using manufacture's standard serviceability standards. Generally this means that all plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed stresses and deflections are within typical performance limits for normal occupancy and standard metal building Structural Engineer should be consulted prior to making any changes to the building configuration shown on products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. X-brsta{g (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond Safety Commitment -The Metal Buildin Manufacturer has a commitment to manufacture quality building y 9 this components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in standards, whether standard statutory or customary, should always be followed to help ensure worker safety. excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedures concentrated loads and may require separate support members within the roof system. should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the must be designed to withstand the specified wind loading for the design of components and cladding in manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 16 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD SUPERIMPOSED COLLATERAL ROOF LIVE LOAD 2.000 PSF 0.5 PSF 16 / 12 /20.00 PSF RISK CATEGORY I - Low SNOW LOAD GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 0.8000 FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.00 PERMIT#t7 BUTTE COUNTY DEVELOPMENTTFOR SERVICES i EVi EMIED CODE COMPLV-i''NCE A Ry -�,E - DRAWING INDEX ISSUE PAGE DESCRIPTION 0 C1 COVER SHEET 0 F1 ANCHOR BOLT PLAN 0 F2 ANCHOR BOLT REACTIONS 0 I F3 ANCHOR BOLT DETAILS 0 E1 ROOF FRAMING PLAN 0 E2 FRONT SIDEWALL. 0 E3 BACK SIDEWALL 0 E4 LEFT ENDWALL 0 E5 RIGHT ENDWA.LL 0 E6 -E8 FRAME CROSS SECTION 0 DET1-13 STANDARD DETAILS 0 R1 -R8 INSTALLATION SHEETS WIND LOAD ULTIMATE WIND SPEED 110 MPH NOMINAL WIND SPEED (VASD) 85 MPH (IBC SECTION 1609.3.1) WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0-18 ZONE 4, COMPONENT WIND LOAD < 10FT2 24.455 PSF PRESSURE -26.493 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 1OFT 2 24.455 PSF PRESSURE -32.545 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4.0000 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 SS 0.6171 g are intended to show only the Metal Building System to the tributaryactual on d u reactions are calculated baseP area. S1 0.2767 g foundation. It is the responsibility of the end customer to ensure that SOIL SITE CLASS SEISMIC DESIGN CATEGORY rod embedment, bearing values, tie rods and or other associated items embedded in the concrete D Sps 0.5374 g Spi 0.3400 g D STIFF SOIL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE member weights of other structural members. If additional information is required contact the customer service velocity is reached. COLUMN LINE ALL ALL(FRONT) ALL(BACK) department. BASIC FORCE RESISTING SYSTEM* C4 B3 B3 Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and pthe Non expandable Main frames The rigid frame at lines 1 & 3 are designed as a non -expandable rigid frame. Corresponding frame RES workmanshipof the foundation. Anchor rod plans prepared by manufacturer location, diameter and projection of the anchor rods required to attach are intended to show only the Metal Building System to the tributaryactual on d u reactions are calculated baseP area. inspected for such SYs foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for Low hazard occupancy: SEIS specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete The , use of the structure is limited to occupancy category I for structures representing a low hazard to foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed humans; including agricultural facilities, temporary facilities and/or minor storage facilities. The resulting BLD loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2 .2 reduction in applied loads would explicitly exclude most industrial or commercial applications, high human and A3) occupancy or post disaster uses. Future use for any category other than occupancy category I will t' t' f th structure b a ualified design professional in order to determine DRAWING STATUS 1:1 FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR. PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED ' "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. 1-1 FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSID`RED AS COMPLETE. I -XI FOR ERECTOR IN FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE Any foreign CONCERNING ERECTION CALL: dirt, animal droppings, etc. will cause corrosion ol the 319-217-4022 I 1� MONDAY - FRIDAY 7:30AM TO 5:0011 -IML PONSE MODIFICATION COEFFICIENT(R) 3,5 3.25 3.25 ENGINEERING SEAL TEM OVER -STRENGTH FACTOR(Q0) 2.5000 2.0000 2.0000 MIC RESPONSE COEFFICIENT(Cs) 0.154 0.165 0.165 THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, G DESIGN BASE SHEAR (V) TRANSVERSE 1.71(k) LONGITUDINAL1.63 (k) AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE: ILDING. a THE LONGITUDINAL DIRECTION, IS PERPENDICULAR .TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDINV- SYSTEM I �nves iga ion o e y q THEY REPRESENT ARE THE PRODUCT OF =' N AFR ILIATE Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal any reinforcement that may be required including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. r Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion ol the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically CBC SECTION 1704 inspected for such conditions and if found, they should be removed. BASIC FORCE RESISTING SYSTEM* C4. STEEL ORDINARY MOMENT FRAME B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS OF NCI GROUP, INC. - 10943 N. SAM ,,�y' OUSTOJ� PARKWAY W., HOUSTON, TX 77064. THF PROFEI'�SIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS YJ� OD BY AN AFFILIATE OF NCI GROUP, INCAND ISOTTHINC/ENGINEER-OF-RECORD FORTyOVERALL PRECT. SPECIAL INSPECTION REQUIRED See attached Special Inspection Note BUILDING SIZE: 40'-0" x 40'-0" x 16'-0" 1.0:12 ISSUE DATE DESCRIPTION BY CK'D DSN ;7Z � MIDWESTERN REGION 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR q �. P o. BOX 72 MEMBER MT. PLEASANT, IOWA 52641 a Robertson Ceco company (319) 385-8001 EXT. 135 Provide special inspection reports to MBMA the Building Inspector for review and PROJECT: HARTON 1. 1177- 12 118 !''! ! ! approval prior to final building field 047-2;0-21)(. inspection CUSTOMER: CHANEY MILLER INC OVINER: CHANEY MILLER INC S 10 IN" ILOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 16 11 4/17/17 N.T.S. 1 A 15-B-78572 C1 0 ;,. Y&&�ss � ,• +:100`.. ; Apr 20, 2017k , r o � Fit ' f F 0 trtv k 1 441 K VAI 40'-0" OUT—TO—OUT OF STEEL OB BEARING FRAME `.ONLY! BOLT TABLE WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 1 LOCATION RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. Columns Raf WASHER NOT NEEDED ON CLIP SIDE. MRS UAN TYPE DIA LENGTH 6 A325 1/2" 1 1 4 MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EC -1 10F35C13 16 —9 11 16 DJ -1 8F25C16 13'-0" G-1 8X25Z16 2'-1" G-2 8X35C 14 18'-11 3/4" G-3 8X25Z16 2'-5 1/4 G-4 8X25Z13 19'-3 1 /2" G-5 8X25Z 14 19'-3 1 2" JB -1 8F25C16 2'-5 1 4" JB -2 81`25C16 3'-7 7 16" 6.11. ,!�11" 12 N I m II I rn I N m i 8 1/d GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CRITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN F52 -B -V-4 7' 7 �iWi� MEMBER Mark SPLICE PLATE & BOLT TABLE Web De th Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Len th Start End Qty Length RF 1-1 9.0/ _ Mark Top Bot Int Type Dia„ Length Width Thick Length x 183.8 5 SP -1 4 4 0 A325 3/4 2 1/4" 6 5/8 11V-2 7/8 it 9.0 0.185 SP -2 4 4 0 A325 3/4" 1 3/4" 6" 3/8" 1'-2 7/8" „ STIFFENER TABLE 8.0/ 8.0 0.134 222.3 Stiff Plate Size x 1/4" x 221.6 5 x 1/4 x 221.6 RF 1-3 Mark Mark Width Thick Length 9.0 0.185 11.4 6 RF1-1 St- 1 2 1/2 1/4 of 9 of 6 x 1/4 x ,173.2 RF1-3 St- 1 2 1/2 1/4 of 9" 10.134 1 173.2 6 x 1 Z4 BASE PLATE TABLE Col Plate Size_ 1 g' 6 3 4 " Mark Width Thick Length 3 BP -1 6" 3/8" 9 1/2 -0'� PBR, Galvalume 26 Gauge OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) 20'_0 13 16 FBxxA(1): xx=length(in) A - L2X2X 14G » 4 @ 4' -8 3 16 ,!�11" 12 N I m II I rn I N m i 8 1/d GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CRITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN F52 -B -V-4 7' 7 �iWi� MEMBER Mark TABLE Web De th Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Len th Start End Thick Length RF 1-1 9.0/ 9.0 0.134 173.2 5 x 1/4" x 183.8 5 x 1/4." x 173.2 9.0/ 9.0 0.185 11.4 5 x 1/4 x 17.5 „ RF1-2 8.0/ 8.0 0.134 222.3 5 x 1/4" x 221.6 5 x 1/4 x 221.6 RF 1-3 9.0/ 9.0 0.185 11.4 6 x 1/4 x 17.5 6 x 1/4 x ,173.2 9.0 9.0 10.134 1 173.2 6 x 1 Z4 x 183.8 19'-6 314„ 20'-0 13/16„ 4@ 4'-8 3/16„ FB6-1 FB6-1FB2 FB29.3A 1) V_ 0 0V_ 9.3A(1) 1) co - - - - - °O� FB29.3A(1) FB29.3A 9.3A(1) FRAME CROSS SECTION: FRAME LINE 1 ISSUE DATE I DESCRIPTION SHEET NUMBER BY CK'D I DSN 0 4/17/17 1 FOR ERECTOR INSTALLATION PNR PNR NSR FB29.3A i F-7 '.p ,�: a Robertson Ceco company PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. 12 0 I I Lo i L81/4 rj MIDW. ESTERN REGION �I P.O. BOX 72 MEMBER a MT. PLEASANT, IOWA 52641 (319) 385-8001 EXT. 135 MBMA s. V OWNER: CHANEY MILLER INC' PHASE BUILDING ID JOB NUMBER SHEET NUMBER i a 1 15-B-78572 E6 C Steel Line 1/4" RA 1 —/ Rake Angle Rigid Frame Rafter 1/2 li x 1 1/4y' A325 Bolts (Typ.) (U.N.) (1) #113 (2) 1/2 1p x 1 1/4 79 A325 Bolts Purlin Flange Brace As Required O ROOF PURLIN TO ENDWALL RIGID FRAME ' SIDEWALL GIRT i i i le --o i io E I 11 iso e CLIP SC -484 1/2 P) x 1 1/4 1) A325 Bolts (Typ.) (U.N.) RIGID FRAME COLUMN L_ 1 V LJ V V /-1 L L GIRT D 16 CORNER COLUMN TO WALL GIRT (2)1/2)11 x1 1/47) — A325 M. Bolts /--Purlin A Anti—Roll Cli[ 3/16,Plate Rafter rump yip- 3/16" ip 3/16" Plate of Rafter Purlin Clip O Purlin Clip 3/16" Plate 3/16" Plate Anti—Roll Clip Anti—Roll Clip _f 3/16" Plate 0 ® 3/16" Plate 3 16" 3 3/16 3 3/16 3 Cold Formed Rafter Main Frame Rafter Section A Section A ANTI PURLIN ANTI -ROLL CLIP (*) = Rerer io Ancnor Boit Plan E 5 BASE PLATE FOR DOOR JAMB RIGID FRAME RAFTER ENDWALL COLUMN B32 ENDWALL RAFTER TO COLUMN (*) = Rerer io Hncnor Boit Plan C1AJ Column CgBASE PLATE FOR ENDWALL COLUMN D CONNECTION - PLATE 1/2 11 x 1 1/4 it A325 Bolts (Typ.) (U.N.) C4C CEE ENDWALL COLUMN TO WALL GIRT Girt Roof Purlin o CID i le �\ o Additional Flange Brace--// (As Required) q ) > Flange Brace C RF Rafter Flange Brace Clip 1/2 )) x 1 1/4" A325 Bolts (Typ.) (U.N.) G2 ROOF PURLIN TO INTERIOR FRS ISSUE DATE DESCRIPTION BY CK'D I DSN�S r A�!IDWESTERN REGION `' ��'° P.O. BOX 72 MEMBER MT. PLEASWT, IOWA 52641 •�� . 319) 385-8001 EXT. 135 a Robertson Ceco company 19-1MBMA 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR PROJECT: HARTON y Ir CUSTOMER: CHANEY MILLER INC OWNER: CHANEY MILLER INC M LOCATION: CHICO, CA 95973 _ CAD DATE 4/17/17 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-78572 SHEET NUMBER DET1 1 V 1 0 AFTER 1 Apr 20, 201 ft C4 N — G-) D v3-Om-�-0U)�D M z=��rrtrr--- Z a Cnn�nM -� �mcC-)CO -*i O m m n�rD-zzczncrnor D r mn' _Z—app-1 ) � — Z G - M p r no Mp�nnz�-N� z Z 0 -a 0 O z m r- C:) n n yzc i cn rn m =1 m =A D -� C.!) CD cnOcnmco== . � V) O p m 0� C — D z S C) Oz n z n n O m D rn m=--0rT,-0 rT,Z: pLA O m O��D rTl =C� z n Z �.. C-) Oz NpOm=CD„�cJ Z-ZimO��Z� Cn z -T-1=cn�c=(D nm -,� D cnnrm, m l 40 J 0 z o�zz�v-D�oao D G7 rTl Go m co (n C) n V) m=--n+�mzmm�mn �7 � DC�O��cn�� mCn-pDOC�SD � ZiC7C-)zzC t j CIO m :z m=I m=m So So o=rn-z-qC4rn= Z � Cn�ZD� I OCnD m r'zcnz p I pp�Clvm O n J nC)rztoco�o-�\ 2 �Zpr=Or- -� -- t D D-CtOz�O OD N r�-Z10O0 z� c ri r� S = o p 7070 0 0 70 o m F m C:> N C rn v \ m C) m r� 0 Z D cn n C) z 0 z U) FT I C7 C) z m Im a., b 0 too FB30.5A(1) FB31A 1 0 I� N 'v(D CD!) N m I I '�;, " r= m N J rrn D Co Z I D M M r� m X�Co m m m J t� -O CO Or C-) C/) CSD N O O .�+ tm rri O � o C c0 cru n C° W W z \ cn _ �c- N Ln CN CD r m N zr CD Cn C� Z C� CD � \\ o J N cry W J Z3 -P H�:, K 16'-0" 0 m I I � pip O m 7,-6„ D O W 5'-6„ 3'-0„ O c� co too FB30.5A(1) FB31A 1 0 I� N 'v(D CD!) N m I I '�;, " r= m N J rrn D Co Z I D M M r� m X�Co m m m J t� -O CO Or C-) C/) CSD N O O .�+ tm rri O � o C c0 cru n C° W W z \ cn _ �c- N Ln CN CD r m N zr CD Cn C� Z C� CD � \\ o J N cry W J Z3 -P H�:, K N 0 m I I � pip O m O D O W J CA "P O c� co CP4 cr CT � � - - - - - - - - - - - - - - - - F63� (1) FB31A 1 7,-6„ 5'-6" 3'-0" co 0 70 70 H�:, K N 0 m I I � pip O m D X X d CD J J CD m O c� co r cr -P 0 � 000Q-�" X X r cD .a CO 1 J � rn w C14 rn 70 70 H�:, K N N 0 m I I � pip N J m D X X d CD J J CD m O c� co r cr -P 0 � 000Q-�" X O o o CA C -n CA C. u J J CD CD aoc,J=-, cn -P U'Ir,-,"- cn CJS C -n r -r - X X X X cn Q J J J CD 41- -P -P -TI X X X X t-- Z:3 Ln CD Niv-'� a-) 00 C CJS -P V) X X X d CD -P -P 0 X X X r cD J � V J � CD rn CD _I Lo O I Width Thick Length 6" 5/8„ V-2 —2 7/8" 6„ 3/8" 1'-2 7/8" 3„ 26 Gauge PBR, Golvolume m N m Li N M> LL. 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CRITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN A Ark Anrn TA nl r IVILIVIULI\ IrAULL Mark SPLICE PLATE & BOLT TABLE Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Length Mark Qty Top Bot Int Type Dia Length - 173.2 SP -1 SP -2 4 4 0 4 4 0 A325 A325 3/4" 3/4" 2 1/4 1 3/4" 11.4 5 x 1/4 x 17.5 RF3-2 8.0 8.0 STIFFENER TABLE 222.3 5 x 1 4" x 221.6 5 x 1/4 x 221.6 Stiff Plate Size Mark Mark Width Thick Length RF3-1 St— 1 2 1/2 1/4 9" BASE PLATE TABLE Col Plate Size Mark Width Thick Length BP -1 6" 3/8" 9 1/2 OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A — L2X2X 14G CD rn CD _I Lo O I Width Thick Length 6" 5/8„ V-2 —2 7/8" 6„ 3/8" 1'-2 7/8" 3„ 26 Gauge PBR, Golvolume m N m Li N M> LL. 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CRITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN A Ark Anrn TA nl r IVILIVIULI\ IrAULL Mark Web Depth Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Length Start End Thick Len th RF3-1 9.0 9.0 0.134 173.2 5 x 1/4" x 183.8 5 x 1/4" x 173.2 9.0/ 9.0 0.185 11.4 5 x 1/4 x 17.5 RF3-2 8.0 8.0 0.134 222.3 5 x 1 4" x 221.6 5 x 1/4 x 221.6 F52—B 19'-6 3 4» —� 7,-�— -� 7„%— 191_6 1/4” 20'_0 F86-1 FB6-1 FB29.3A 1) 0 FB29.3A 1) 3A . FB29 FB29.3A 1) FB29.3A(1) _ _ _ — — — -- -- — — — — — FB29.3A 1 V - AMTI ANTI it 1 FRAME CROSS SECTION: FRAME LINE 3 ISSUE DATE 1'_4" 1'_4» 13 16„ 4©4,-83 L3" 4@4_83 16„ F86-1 FB6-1 FB29.3A 1) 0 FB29.3A 1) 3A . FB29 FB29.3A 1) FB29.3A(1) _ _ _ — — — -- -- — — — — — FB29.3A 1 V - AMTI ANTI it 1 FRAME CROSS SECTION: FRAME LINE 3 ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR . MIDWES7ERN REGION � P5�.O. BOX 72 L ' '• :' �MT. PLEASANT, IOWA 52641 a Robertson Ceco companyLj (319) 385-8001 EX7 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. 3" 1 " t�i� 12 C) I _I Ln 1/4 " MEMBER = , MBMAti U '% OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 a I 15—B-78572 E8 I" %. I k" _....... u.��.u... w............u.w. '.u.�w...1.�.r,........er.u�.....u.......wr.�rr.+... .. �..... �.�.. J._ ___ — _. _...__—__ru_—__—...-- --- .. ..... Flange Brace Clip Flange Brace RF Columno�> of (As Required) Additional Flange Brace (As Required)—\/,,,,/, — —-------— — m-s=� 0 0 ® 0 0 Wall Girt Eave Strut 1/2 " x 1 1/4" A325 Bolts DESCRIPTION 1 /2" (Typ.) x 1 1/4" A325 Bolts (U.N.) (Typ.) (U. N.) DET2 4/17/17 1 FOR ERECTOR INSTALLATION WALL GIRT TO RIGID FRAME COLUMN Wall Girt Opening Width 1/2 x 1 1/4" A325 Bolts (Typ.) (U.N.) Welded Clip Door Jamb DOOR JAMB TO WALL GIRT Wall Girt Door Jamb Eave Strut Rigid Frame Column J 2 EAVE STRUT TO RIGID FRAME D _ Door Header Rigid Frame Column rr�'-iu�'u vIIN 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) M 3 DOOR HEADER TO DOOR JAMB Door Jamb 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) Eave Strut E:) `..x li i Rigid Frame Column J24 EAVE STRUT TO RIGID FRAME 'tl Similar co for Rafter I iuL Insert Rod Through Slot in Web. Washer Then Assemble Hillside Washer, Flat Washer, and Nut. 0 Q3 DIAGONAL ROD Rigid Frame Column IISSUEI DATE I DESCRIPTION SHEET NUMBER BY CK'D DSN DET2 4/17/17 1 FOR ERECTOR INSTALLATION PNR PNR NSR WF or Cee 'ad de er Nut 3 4 z7�, F K. n Robertson ('PCO company y PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. Welded Clip Door Jamb 1/2" x 1 1/4" A325 Bolts (Ty p.) (U. N.) K3 WALL GIRT TO DOOR JAMB RIGID FRAME RAFTER ENDWALL COLUMN Girt j�j � CONNECTION i — PLATE a` B34 END WALL RAFTER TO COL ^1 Iss10, MIDWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52641 (319) 385-8001 EXT: 135 MEMBER MBMA OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 a I 15—B-78572 DET2 0 s � rn Apr 20, 20175:5 Wit. =.e %, I %" Rigid Frame Column NK (*) =Refer To Anchor Bolt Plan R2 ANCHOR BOLTS AT SIDEWALL COLUMNS 14(SeFastener #14 - (See e below for placement) (2) Runs -' Tube Sealant Lap Detail (4) F200 (4) (3) Gutter Gutter (5)F2038 (5) (4) Field Notch CQ� " 1 Max. 2" Max. Typical Spacing (5) F2108 (6) (5) — PBR Roof TRIM -92 Wall Panel 1-1/4" I Formed Base Trim F73 Fastener #17A or #397 12-14 x 1-1/4" SD W/Washer 5"-7"-5" O.C. (6) Per Panel (PBC Panel) Concrete Fastener 1/4"0 Minimum S-0 O.C. Maximum (Not by Metal Building Mfr.) .a • " < i e , F73 Formed Base Trim Without Panel Recess TRIM -39 Downspout Downspout out Strap F797 Fastener #1 1/8 x 3/16" Pop Rivet (TYP•) �� M-11 Kickout F321 Downspout Kickout 4" x 5" Roll—Form TRIM_123 Tape Sealer HW506 Mitered Rake Trim — Standard F2216L (Shown) F2216R (Opposite) Standard Lar e F2281 Shown) F2281 R (Opposite) Fastener #14 —' 1/8"0 x 3/16" 2" o.c. max. (10) at Standard (13) at Large 8-1/2 End Cap Gutter Fastener #4 1/4"-14 x 7X/8" LL Fastener 14 SD Washer " 1/4 —14 x 7/8 LL Rake Trim To Roof Panel SD W/Washer Fastener #14 1'-0 O.C. max, 3" O.C. max. 1/8"0 x 3/16- 2" o.c. max. (7) at Standard (9) at Large Merr 12 — at 5' 4 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap 8-1/2" in from end of Gutter. Inspect after installing and seal any gaps with Tube Sealant. 2.) Attach Eave Gutter to Roof Pane! locating end 1-1/2" past face of Panel or Trim. (See Gutter Placement) 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Trim as shown. Apply Tube Sealant along edges to seal. 1-1/2" 4.) See Eave and Rake Construction Details included with Erection Steel Face of Panel Drawings for attachment of Eave Gutter and Rake Trim to Roof Line or Trim and Walls. Gutter Placement Low Eave Rake Corner — PBR Roof Standard and Standard Large Low Eave Rake with Eave Gutter TRIM -44 Ion] I%'77lllIm-I Fastener #4A 1/4"— 14 x 7/8" SD W/Washer at 1 —8 O.C. Field remove bearing leg as required Corner Trim F830 or F862 �v Panel v Rib Note: Standard panel location for Start and End panels is C panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim — PBR Wall Panel ISSUE DATE Cut flush BY J—Field with Face of Panel DSN 0 or Trim FOR ERECTOR INSTALLATION Mitered Eave Gutter PNR Standard End Cap F2008R (Shown) Standard F2008L (Opposite) F2009R (Shown) Standard Larae F2009L (Opposite) F2038R (Shown) Standard Larae F2038L (Opposite) F2039R (Shown) F2039L (Opposite) Merr 12 — at 5' 4 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap 8-1/2" in from end of Gutter. Inspect after installing and seal any gaps with Tube Sealant. 2.) Attach Eave Gutter to Roof Pane! locating end 1-1/2" past face of Panel or Trim. (See Gutter Placement) 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Trim as shown. Apply Tube Sealant along edges to seal. 1-1/2" 4.) See Eave and Rake Construction Details included with Erection Steel Face of Panel Drawings for attachment of Eave Gutter and Rake Trim to Roof Line or Trim and Walls. Gutter Placement Low Eave Rake Corner — PBR Roof Standard and Standard Large Low Eave Rake with Eave Gutter TRIM -44 Ion] I%'77lllIm-I Fastener #4A 1/4"— 14 x 7/8" SD W/Washer at 1 —8 O.C. Field remove bearing leg as required Corner Trim F830 or F862 �v Panel v Rib Note: Standard panel location for Start and End panels is C panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim — PBR Wall Panel ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR TRIM -186 -_ AIDWES7ERN REGION :i L r�:-- P.O. BOX 72 ►� MT. PLEASANT, IOWA 52641 o Robertson Ceco company (319) 385-8001 EXT. 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. I 11.71.16 J6ulu1IL HW -506 "PBR" ROOF FIXED RIDGE DETAIL Trim 80 MEMBER a MBMA OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER 1 a 15—B-78572 SHEET NUMBER D ET3 A Apr 20, 2017 { I Fastener #4 1 /4"-14 x 7/8" LL SD W/Washer Gutter Support---,,. Section A Note "A" Tape Sealer HW506 Screw must be installed through the Tape 6" Long Sealer to ensure a water tight connection. PBR Panel Fastener #4 1/4'-14 x 7/8" LL SD W/Washer at 1'-0 O.C. I 'd P el Closure HW455 UULLer JUPPUR Standard F893 (shown) #4 I with Continuous Tape Sealer Standard Large F3357 Sheeting HW506 top and bottom attached with (3) Fastener #4 See Layout Fastener #3 Washer 1/4"-14 x 718- LL SD W�rawings 12-14 x 1-1/4" See Erection 4 „ LL SD W Washer / "for S aci1-3 p g) t 5"-7"-5" OC Eave Gutter Note "A" Standard F2008 (Shown) Fastener #14A Standard Large -F2038 Eave 1/8 1?0 x 3/8 " Fastener #4A F2 95r5 � 5-0" O.C. 1/4"-14 x 7/8" SD W/Washer Fastener #17A or #397 At Every 4th High Rib 12-14 x 1-1/4 SD W/Washer (PBC Panel Only) j (6) Per Panel (PBC Panel) w. n `'/ 'v - "Optional" Outside Closure 3'-0 O.C. HW456 – PBR With Closure HW429 – PBR Fastener #14A HW460 – PBU 1/8 it 0 x 3/8" HW462 – PBC 1'-0 O.C. HW465 – AVP/PBA/Vistashadow Low Eave Detail — PBR Roof Contoured Standard and Standard Large Gutter — Sheeted Wall TRIM -300 Top Flange Top Bolts — See Rigid Frame Drawings For Size � O Web Intermediate Bolts O (As Required) See Rigid Frame Drawings For Size O � Bottom Bolts — See Rigid Frame Bottom Flange Drawings For Size O O U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION (3) Roof 0,+;+,-k Cnrc,u 1/4"-14 (Rake tc Peak Box Wall Stitch Screw, 1/4-14X7/8" at each panel rib Peak Box F2219 Standard F2372 Northern Roof Stitch Screw 1/4 – 14 X 7/8" at 1'-0" O.C. Tape Seal HW506 ,–Roof Panel -Rake Angle Wall Member Screw 12-14 X _ Ll_Outside Closure up to 4:12 RS PBR Panel Peak Box TR I M-31 6 Fastener #17A 12-14 x 1-1/4" SD W/WASHER (1) Per Conn. At Each Purlin Rake Trim Standard F2216 (shown) Standard Large F2281 Fastener #17A or #397 12-14 x 1-1/4" SD W/WASHER (6) Per Panel (PBC Panel) Fastener #4 1 /4"-14 x 7/8" LL SD W/WASHER at 1'-0' O.C. Tape Sealer HW506 Roof Panel Purlin Rake Angle RA1 Rake Trim Rake Slide F215 Rake Trim Outside Panel Closure Outside Panel Closure HW456 (Foam) = PBR HW456 (Foam) PBR HW429/HW429A (Metal) = PBRHW429/HW429A (Metal) = PBR HW460 at PBU/HW462 at PBC HW460 at PBU/HW462 at PBC HW465 at AVP/PBA/ HW465 at AVP/PBA/ Fastener #4A Vistashadow Fastener #4A Vistashadow 1/4"-14 x 7/8" 1/4"-14 x 7/8" SD W WASHER SD W/WA,SHER at 1 - 0" O.C. at 1'-0" O.C. At Every 4th High Rib At Every 4th High Rib (PBC Panel Only) (PBC Panel Only) Alternate Slidin Standard (Fixed) For—roof runs grea er an 0' For roof runs 100' or less Rake Detail - PBR Roof Contoured Standard and Standard Large Rake Trim – Sheeted Wall TRIM -317 ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR a Robertson Coco company } PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. Top Flange Top Bolts — See Rigid Frame Drawings For Size *70a Web Bottom Flange Intermediate Bolts I'ZI © (As Required) See Rigid Frame Drawings For Size � O Bottom Bolts — See Rigid Frame Drawings For Size o Extension Beyond Flange Is Optional, At Top & Bottom. UODBOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK MIDWESTERN REGION P o. Box 72 MEMBER MT. PLEASANT, IOWA 52641 (319) 385-8001 EXT: 135 ` M B MA OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 ,a I 15—B-78572 DET4 I "PBR" Panel 12" "PBR" Panel Bearing Leg Stitch Screw �g1111 1/4-14 x 7/8" Sheeting Direction SD, at 20" O.C. 12" -,- "RVPBR" Panel 12" 12" 12" 12" A B "PBA"/"AVP" Panel Member Screw 12-14 x 1 1 /4"SD 12" O.C. at Each Member Extended Leg — "PBA" Panel Sheetina Direction G) = At Base, Rake, Eave, and Mid Span End Laps © = At Intermediate Member, and at Optional Liner Panel "PBU" Panel "PBU" Panel Bearing Leg 7�P_Stitch Screw 1/4-14 x 7/8" _ Sheeting Direction SD, at 20" O.C. "RVPBU" Panel Fastener Location for Panel At Wo Formed Base Trim Details ,y Out to out of concrete >>� F73 F73 " ' F73 Building Slab —� "A"l 0 0 0 5,7 NO PW02010 DATE REV NO Sep'10 00 Formed Base Trim Typical Layout 5/8", 1" 1 /4" Dia. Anchor (min.) at 36" O.C. (min.) HW1112 not by Bldg Mfr. M\ Fin. Ir. fr N Fastener #14A • 1/8" x 3/8" `D Concrete (2) Required 1 7/8" F732;$ F73 Section "A" - Formed Base Trim Typical Outside Corner Application 2, _ 8,1 Fastener 397 jZLWiWasher" 4 x 1-1/4 SD co PBC Fastener Location At Panel Ends 2,-8„ Fastener #397 12-14 x 1-1/4" SD W/Washer o PBC Fastener Location At Intermediate Supports d- Shl VGIUII h All Roof Members Except As Noted Below 12" 12" 12„ Fastener #4A 1/4 )1— 14 X 7/8" SD �/Washer At 1-8" O.C. PBC Panel Sid elap TRIM -174 I 19 1? 12" Standard Grade DescriptionNumber Fastener A lication pp 1/4"-14 x 7/8" 4A Stitch & Trim Screw 1.2-14 x 1 1/4 Formed Base Trim x 20'-0" (Typical) Member Screw Mi 17B Member Screw 12-14 x 2" F73, square cut at both ends Member Screw „A„ Edge of slab F73 F73 Note: Opening Field cope Note: "A" 1. Use of sheeting notch in Bottom leg At inside N, � Concrete is not recommended. Corners 2. Attachment of trim to Concrete is by others. 3. Formed base trim is provided in F73 20'-0" lengths (std.), field cut as reo d. J� n.,f +n niif of 5,7 NO PW02010 DATE REV NO Sep'10 00 Formed Base Trim Typical Layout 5/8", 1" 1 /4" Dia. Anchor (min.) at 36" O.C. (min.) HW1112 not by Bldg Mfr. M\ Fin. Ir. fr N Fastener #14A • 1/8" x 3/8" `D Concrete (2) Required 1 7/8" F732;$ F73 Section "A" - Formed Base Trim Typical Outside Corner Application 2, _ 8,1 Fastener 397 jZLWiWasher" 4 x 1-1/4 SD co PBC Fastener Location At Panel Ends 2,-8„ Fastener #397 12-14 x 1-1/4" SD W/Washer o PBC Fastener Location At Intermediate Supports d- Shl VGIUII h All Roof Members Except As Noted Below 12" 12" 12„ Fastener #4A 1/4 )1— 14 X 7/8" SD �/Washer At 1-8" O.C. PBC Panel Sid elap TRIM -174 I 19 1? 12" Standard Grade DescriptionNumber Fastener A lication pp 1/4"-14 x 7/8" 4A Stitch & Trim Screw 1.2-14 x 1 1/4 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description Fastener Number Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Note,. DATE Standard Aetails..-,'Call for 1 1 /4" fastel'iers as member screws by default. FOR ERECTOR INSTALLATION Member screws may be 1 1 /4". 1 1 /2", or 2" depending on insulation, application, or customer request. Self—Drilling _ Screw Application SCRW1 Stitch Screw 1/4-14 x 7/8" At 20 O.C. Tape Seal Member ScreIAIC 12-14 x 1 at 5", 7 ", 5 Two Continuous Layers HW507 Ta e Sea A " I- Roof Panel 2 1/2 7,$ 5„ 7„ 5„ 7„ 2 1/2 )1 p Roof Purlin Panel �- Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for PBR Roof Panel - .,,W I KI 17, ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR AI DWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52541 a Robertson Ceco company '1 (319j 385-8001 EXT. 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. MEMBER >l ' H A M A A A . OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER 1 a 15-13-78572 SHEET NUMBER D ET5 - Apr 20, 2017` Y T E 10'-0" 10'-0" Note: Bend end skirt gutter assembly to follow exact roof slope. Sealant )7 Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter * Not by Bldg. Mfr. Die Formed Ridge-_ F52 (� PBR Roof Panel Outside Closure HW456 with Tape Sealant top and bottom This detail is for your convenience only. Ridge vents are not covered under weather JOB NUMBER tightness warranties. The building manufacturer does not recommend the use of 15-13-78572 a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ride Vent Installation DRAWING NO. PBR Panel GPR12012 Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter * Not by Bldg. Mfr. Die Formed Ridge-_ F52 (� PBR Roof Panel Outside Closure HW456 with Tape Sealant top and bottom r Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two approximately 4". Reach under the second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the Pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the some position as the first vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation DRAWING NO. PBR Panel GPR12015 _r CItitch Screw 4x 7/8" O.C. Member Screw 4x NS2) 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM ---- -- - --- - 456 with Tape Sealant top and bottom Drefnrmgd for roof slo 2:12 3:12 4:12 5:12 6:12 Scribe Line End Cap Turn ventilator over and place gently on its top. Note that the end cap is pre -formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter Fastener # 14 -� 4x3/16" Pop Rivet Fastener„ # 14 (618x3/16 End Cap—/Pop Rivet . End Cap End Cap Position end skirt onto end cap. Be sure the down -turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener #14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent IH,.-)IUIIUIIU I DRAWING NO. PBR Panel jGPR12016 0 ISSUE DATE DESCRIPTION BY CK'D DSN FJ MIDWESTERN REGION 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR ( ' P.D. BOX 72 '1 i` MT. PLEASANT, 1014A 52641 a Robertson Ceco company (319) 385-800 1 EXT 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE 4/17/17 r Y/ 10 1. MEMBER'' MBMA..= OWNER: CHANEY MILLER INC SCALE PHASE BUILDING ID JOB NUMBER Lnacop N.T.S. a 15-13-78572 DET6 (6 Fastener #14 A4:12 1)8x3/16 Pop Rivet Ventilator End Skirt Gutter End Ca Modification Detail (2) are included w/ each End cap �s factory cut or 1:1 roof slope. vent, by vent manufacturer Field cut end cap for slopes greater than 1:12. 4" Gap End Cap Skirt Detail Dam -per Position Pull Bar LinkRo " G a p 4ar Pull B --�-i—I- r Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two approximately 4". Reach under the second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the Pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the some position as the first vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation DRAWING NO. PBR Panel GPR12015 _r CItitch Screw 4x 7/8" O.C. Member Screw 4x NS2) 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM ---- -- - --- - 456 with Tape Sealant top and bottom Drefnrmgd for roof slo 2:12 3:12 4:12 5:12 6:12 Scribe Line End Cap Turn ventilator over and place gently on its top. Note that the end cap is pre -formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter Fastener # 14 -� 4x3/16" Pop Rivet Fastener„ # 14 (618x3/16 End Cap—/Pop Rivet . End Cap End Cap Position end skirt onto end cap. Be sure the down -turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener #14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent IH,.-)IUIIUIIU I DRAWING NO. PBR Panel jGPR12016 0 ISSUE DATE DESCRIPTION BY CK'D DSN FJ MIDWESTERN REGION 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR ( ' P.D. BOX 72 '1 i` MT. PLEASANT, 1014A 52641 a Robertson Ceco company (319) 385-800 1 EXT 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE 4/17/17 r Y/ 10 1. MEMBER'' MBMA..= OWNER: CHANEY MILLER INC SCALE PHASE BUILDING ID JOB NUMBER SHEEP NUMBER N.T.S. a 15-13-78572 DET6 I k-' TO NOT PLACE LTPS NEAR THE EAVE OF A BUILDING. SAFETY IS A TOP CONCERN AT NCI. THEREFORE THE STANDARD LTP LOCATION FOR NCI WILL NOT BE CLOSER THAN TWO PURLIN SPANS OR 6' FROM THE EAVE. THE INTERNATIONAL BUILDING CODE SECTION 2609.2 ALSO STATES THAT THERE SHALL BE A MINIMUM SEPERATION BETWEEN ADJACENT LTPS OF 4'. THIS PROVISION DOES NOT APPLY TO LOW HAZARD BUILDINGS LESS THAN 5000 SQ FT THAT HAVE A MINIMUM FIRE SEPERATION FROM ADJACENT BUILDINGS OF 10'. FALL PROTECTION: OSHA REQUIRES SKYLIGHTS BE GUARDED TO PROTECT PEOPLE FROM FALLING THROUGH THEM WITH ONE OF SEVERAL METHODS OF FALL PROTECTION. THESE METHODS ARE OUTLINED IN OSHA 29CFR BLDG WIDTH GUIDANCE ON LTP PLACEMENT _. PANEL SPANS BACKGROUND: THIS LETTER IS AN UPDATE ON THE LTP PLACEMENT OPTIONS THAT ARE IN COMPLIANCE WITH THE 15 PURLIN 20 25 INTERNATIONAL BUILDING CODE, UNDERWRITERS LABRATORY AND GOOD ENGINEERING PRACTICES. 40 45 50 UNDERWRITERS LABRATORY CONSTRUCTION LISTINGS AVAILABLE TO NCI REQUIRE METAL ROOF PANELS 10 2 AND LTPS TO BE IN AT LEAST A TWO SPAN CONDITION. SINGLE SPAN PANELS ARE NOT ACCEPTABLE. (1) SINGLE SPAN METAL OR LTP PANELS SHOULD NOT BE USED. MINIMUM NUMBER OF SPANS- FOR THIS 1S ALSO GOOD ENGINEERING PRACTICE AS A SINGLE SPAN PANEL WILL FAIL BY THE SCREWS UTNE ANY PANEL IS TWO. (2) LTPS SHOULD NOT BE PLACED WITHIN 6 OF THE BUILDING SAVE. (3) THERE PULLING THROUGH THE PANEL AT THE EDGES. NONE OF OUR LOAD TABLES ARE BASED ON THIS SHOULD BE 4' OF METAL PANEL SEPARATING ADJACENT LTPS. GIVEN THIS GUIDANCE,. THE FOLLOWING 30 FAILURE MODE. TABLE ILLUSTRATES THE MAXIMUM DENSITY OF LTPS FOR VARYING ROOF SPANS WITH A 5' PURLIN PBR THE INTERNATIONAL BUILDING CODE SECTION 2609 PROVIDES RESTRICTIONS ON THE PLACEMENT OF SPACING AND TWO SPAN MINIMUM CONDITION. SMALLER PURLIN SPACING CAN BE USED TO OBTAIN THE "LIGHT—TRANSMITTING PLASTIC ROOF PANELS" COMMONLY REFERRED TO AS LTPS. THE PURPOSE IS REQUIRED TWO SPAN CONDITIONS. *SIMPLE SPAN METAL PANELS OR LTPS ARE PERMITTED WITH ADDITIONAL FRAMING WHICH CREATES A TWO SPAN CONDITION. THE ATTATCHED DETAILS ILLUSTRATES TO LIMIT FIRE EXPOSURE TO ADJACENT BUILDINGS. IF A BUILDING BEING DESIGNED BY NCI IS THE FRAMING NECESSARY TO CREATE A TWO SPAN CONDITION FOR A SINGLE SPAN PANEL OR LTP: 20 INTENDED TO BE CLOSER THAN 10' FROM AN ADJACENT BUILDING AND THERE ARE OPENINGS, ALONG PBR PBR THE ADJACENT WALL, THAT ARE REQUIRED TO BE FIRE PROTECTED THEN LTPS ARE NOT PERMITTED -4 MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (GABLE BUILDING) IA/ITl-11KI F' nw Tui rnv(iRrnF crTinni 9Fna nein inn R) iT is Al qn rnnn FK1r1N17 R PRd(`TI(`F TO NOT PLACE LTPS NEAR THE EAVE OF A BUILDING. SAFETY IS A TOP CONCERN AT NCI. THEREFORE THE STANDARD LTP LOCATION FOR NCI WILL NOT BE CLOSER THAN TWO PURLIN SPANS OR 6' FROM THE EAVE. THE INTERNATIONAL BUILDING CODE SECTION 2609.2 ALSO STATES THAT THERE SHALL BE A MINIMUM SEPERATION BETWEEN ADJACENT LTPS OF 4'. THIS PROVISION DOES NOT APPLY TO LOW HAZARD BUILDINGS LESS THAN 5000 SQ FT THAT HAVE A MINIMUM FIRE SEPERATION FROM ADJACENT BUILDINGS OF 10'. FALL PROTECTION: OSHA REQUIRES SKYLIGHTS BE GUARDED TO PROTECT PEOPLE FROM FALLING THROUGH THEM WITH ONE OF SEVERAL METHODS OF FALL PROTECTION. THESE METHODS ARE OUTLINED IN OSHA 29CFR BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 20 10 2 PBR, PBR 30 15 3 PBR PBR LTP* 40 20 4 PBR PBR LTP LTP 50 25 5 PBR PBR LTP LTP PBR* 60 30 6 PBR PBR LTP LTP PBR PBR 70 35 7 PBR PBR LTP LTP PBR* LTP LTP 80 40 8 PBR PBR LTP LTP PBR PBR LTP LTP 90 45 9 PBR PBR LTP LTP PBR PBR LTP LTP PBR* 100 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR i y i u.LJ�CI) 4) 3r\r LiUn i 3t,rcttiv3, i y i u.LJI@�l0) 31-A i vrvrcn, i yco.JVUlD)lt( 4� HILIIVV, 1926.5024b GUARDRAIL SYSTEM, (c) SAFETY NET SYSTEMS, (d) PERSONAL FALL ARREST SYSTEMS, MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (SINGLE SLOPE BUILDING) /_\ nncir n noir nnnr+r cvcrru t IAIADAIIAI!` i iKir cvcTnJ (,. rnnironi errrcc 7nKIC e POSIT 0 TNG DEVICE SYSTEM, , h SAFETY MONITOR, (i) COVERS. PANEL WIDTH Purlin v CL v N C = Purlin 77 SD444F1 0 L - v vca-,_ a Panel Su ort 3 �. BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS S 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 10 10 2 PBR PBR 15 15 3 PBR PBR PBR 20 20 4 PBR PBR PBR PBR 25 25 5 PBR PBR LTP* PBR PBR* 30 30 6 PBR PBR LTP LTP PBR PBR 35 35 7 PBR PBR LTP LTP PBR PBR PBR 40 40 8 PBR PBR LTP LTP PBR* LTP* PBR PBR 45 45 9 PBR PBR LTP LTP PBR* LTP LTP PBR PBR 50 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR C SD444D1 N WALL LTPS ARE NOT SUITABLE FOR ROOF APPLICATIONS. FOR PURLIN SPACING LESS THAN 5' e ROOF LTPS MUST BE FIELD CUT TO, LENGTH(SEE ERECTION DRAWINGS FOR DETAILS). t Purlin _ INSULATED PANELS CAN ONLY BE "FACTORY CUT" TO LENGTH. SD444E1 Do Not Cut Purlins All panel supports are to be field cut and located at the same elevation as the top of the purlins. )s, Support framing will be 8", Cee cold form material. V , PBR Single Span Panel Support Frame Type B ISSUE DATE DESCRIPTION BY CK'D DSN ` . 4, MIDWE�STFRN REGION , 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR ;' •,, ri P o. BOX 72 MEMBER MT. PLF4SWT, IOWA 52641 a Robertson Ceco company P1 (319) 385-8001 D(T 135 ; MBMA.z PROJECT: HARTON �.._" App'®, ZQ� ,f, WARNING: LIGHT TRANSMITTING PANELS(LTP'S)ARE NOT DESIGNED OR INTENDED TO BEAR THEz CUSTOMER. CHANEY MILLER INC OWNER: CHANEY MILLER INC ANY PERSON WALKING STEPPING STANDING OR RESTING ON THEM. -wt- LOCATION: WEIGHT OF � . - F .. THE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION EXPRESSED OR IMPLIED cHlco, CA 95973 P ASE BUILDING ID JOB NUMBER SHEET NUMBER �_:'�' THAT ANY PERSON CAN SAFELY WALK, STEP, STAND, OR REST ON OR NEAR THESE LIGHT CAD DATE SCALE H 4F TRANSMITTING PANELS, OR THAT THEY COMPLY WITH OSHA REGULATION. 4/17/17 N.T.S. 1 A 15—B-78572 DET7 0 ' s s — --- _ l _ ___ - ------ __-...... — -- T PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch Panel at Head Trim PWO9022 PBR Wall Panel - Walk Door & Glass- Front Walk Door a 114 Re 1 Field Notch Panel at Head Trim Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 gR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. 0 Panel Rib End View 0 0 Door Width + 61" (+ 1'-6 for each Sidelite) Head Trim F481 p Y Do not cut or 0 Q 0 Door Width + 31" (+ 1'-6 for each SideLite) 11" ` See PWO9023 L o installed BEFORE blanket 0 o 0 U_ L & PWO9027 o v 0 Y insulation is applied to walls, Door Width + 31" o 0 insulation is applied to walls O 1 " O O oDec'11 Bend 14" Tab down 90 degrees 4J" O O 4J" o Note: Panel position is shown with o Gz ° Head Trim F481 Jamb Trim F482 Top View Panel Rib and Door on 1'-0 module. See d o fH W5 4 _ Tube Co ulkin o PW09030 o �» Location of Rib may vary depending on or PW09032 — ° p I 0 and Remove edges';.: Fastener #14A d" x I 1. o measure before cutting Panel and Trim. Pop Rivet at 20" O.C. 0 (Viewed from top of Head Trim) o v 3 6 1 Y — oa O L3 Door Width + 31" o 0 'a0'i Bead of HW54– Tube Caulking installation. 0 (+ from Header to Floor (see section) L0_ V_ 3 (+ 1'-6 for each SideLite) I o o Door Width Jamb Trim F482 Jamb Trim F482 r` of ° L Y 0 o or Optional F484 or Optional F484 ° (+ 1'-6 for each SideLite) 1i" – I a.. i� Field notch Panel Field Notch and Bend 11" Tab See a ° LP 029 I ° I or P9W09031 Jamb Trim F482 Jamb Trim F482 �° �- :w 1 Door Width (+ 1'-6 for each SideLite) 1" Door Width + 31" (+ 1'-6 for each SideLite) r Notei All trim is to be Note: Field measure Door Width and installed BEFORE blanket Height before making field cuts and 1 insulation is applied to walls. adjust cut dimensions accordingly. P a PBR Wall Panel - Walk Door & Glass -Front Walk Door PWO9025 Field Notch and Bend Tabs at Head Trim Dec'11 R00 Not & Trim installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 DR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Wldth + 61" (+ 1'-6 for each SideLite) 1 �• Door Width + 31" (+ 1'-6 for each SideLite) Panel Rib End View Opening Width Head Trim F481 Panel Rib and Door on 1'-0 module. Do not cut or 0 Q See PW09025 Front View See End Cut Detail Panel Rib End View Opening Width ►- L Panel Rib and Door on 1'-0 module. Do not cut or 0 Q See PW09025 Note: All trim is to be Location of Rib may vary depending on remove back leg L o installed BEFORE blanket installed BEFORE blanket L & PWO9027 insulation is applied to walls, Door Width + 31" o 0 insulation is applied to walls PBR Wall Panel - Walk Door & Glass -Front Walk Door 1 " Jamb Trim Field Cut Details oDec'11 Bend 14" Tab down 90 degrees 4J" O O 4J" (+ 1'-6 for each SideLite) 1„ Note: Panel position is shown with o Gz ° ., pBea Jamb Trim F482 Top View Panel Rib and Door on 1'-0 module. 0 4A» d o fH W5 4 _ Tube Co ulkin o o �» Location of Rib may vary depending on Field Cut — ° p I the Door Width and location. Field and Remove edges';.: I 1. Je o measure before cutting Panel and Trim. End Cut Detail Panel Rib (Viewed from top of Head Trim) o v 3 6 1 �» Door Width + 31" o p I (+ 1'-6 for each SideLite) 1 1» installation. Door Width + 34" (+ 1'-6 for each SideLite) `00 (+ 1'-6 for each SideLite) Door Width L Y 0 o (+ 1'-6 for each SideLite) 1i" – I a.. Field notch Panel Field Notch and Bend 11" Tab a Head Trim F481 LP 0 Field Notch and Jamb Trim F482 Jamb Trim F482 ° at Head Trim 0 3 behind Jamb Trim. Attach with 0 See Bend 1 Tab Fastener #14 i" x" Pop Rivet ° Y C 0 or Optional F484 or Optional F484 PWO9030 c C) behind Jam ,r Yy nir i� M7i NN � 3 or PWO9032 Trim Attach C o :; i� � :> :: � 1 iF_ o . ithFastener w14 o � —� o t » x Head Trim F481 0 �, See r` I III I III See PWO9027 for Jamb I Je 0 I 00 3 Trim field cut detail Pop Rivet. See 0, Y o PWO9029 ° i Y 0 or PWO9031 `o Jamb Trim F482 O I o 3 I PWO9025 for I or Optional F484 I P i� r, r m O o° S details. Fastener #14A I" x �" 7! Field cut Panel Pop Rivet at 20" O.C. I I r` Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09 �$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. Door Width + 34" (+ 1'-6 for each SideLite) 1 Door Width (+ 1'-6 for each SideLite) 1" s Head Trim F481 See PWO90277! for Jamb Trim field cut detail I Jamb Trim F482 I or Optional F484 I I Fastener #14A �" x Pop Rivet at 20" O.C. W09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door c'11 R00 Trim Installation with Field Notch and Bend Tabs at Head Trim PW09024 av'14 R 01 Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09 2B with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Width + 61" (+ 1'-6 for each SideLite) 1" Door Width + 31" (+ 1'-6 for each SideLite) ® Panel Rib o o ►- L Panel Rib and Door on 1'-0 module. 0 Q See PW09025 Location of Rib may vary depending on N L o installed BEFORE blanket O 3 0on L & PWO9027 insulation is applied to walls, Door Width + 31" o 0 0 O1 PBR Wall Panel - Walk Door & Glass -Front Walk Door "PW09027 Jamb Trim Field Cut Details oDec'11 R00 4J" O O 4J" (+ 1'-6 for each SideLite) 1„ 3 o ° ., pBea Jamb Trim F482 Top View 0 0 4A» d o fH W5 4 _ Tube Co ulkin o o �» M N o 3 — ° p I `t Caulk these edges';.: I 1. Je o Door Width _ 3 0 o v 3 6 from Header to Floor (see section) 0 3" Walk Door o p I 0 installation. (+ 1'-6 for each SideLite) `00 L Y 0 o – I Cut and remove Field notch Panel Head Trim F481 LP 0 Field Notch and Jamb Trim F482 Jamb Trim F482 ° at Head Trim 0 3 to See Bend 1 Tab o ° Y C 0 or Optional F484 or Optional F484 PWO9030 c C) behind Jam ,r nir i� M7i NN � 3 or PWO9032 Trim Attach C o :; i� � :> :: � 1 iF_ o . ithFastener w14 o � —� o t » x 0 �, See r` I III I III Fastener #14A �" x �" Pop Rivet. See Y o PWO9029 ° i or PWO9031 `o Field cut Panel Pop Rivet at 20" O.C. PWO9025 for 3 o° details. ® Note: Panel position is shown with ►- L Panel Rib and Door on 1'-0 module. 0 Q Note: All trim is to be Location of Rib may vary depending on p � installed BEFORE blanket O 3 0on L o insulation is applied to walls, measure before cutting Panel and Trim. PBR Wall Panel - Walk Door & Glass -Front Walk Door "PW09027 Jamb Trim Field Cut Details oDec'11 R00 4J" O O 4J" /FLO u7 ., pBea Jamb Trim F482 Top View 0 0 4A» d o fH W5 4 _ Tube Co ulkin o o �» 00 � c 0 it7 — Field Cut and Remove p I `t Caulk these edges';.: I 1. Je o 2 _ 3 0 o v 3 6 from Header to Floor (see section) 3" Walk Door o p I after installation. I 2" Glass–Front Door o 3 4 `00 L Y 0 o I Cut and remove I11f N N a LP 0 Jamb Trim F482 Jamb Trim F482 ° o 0 3 to Y 03 o ° Y C 0 or Optional F484 or Optional F484 c C) o � nir i� M7i NN � 3 O f i� � � 1 iF_ o t See r` I III I III o PWO9029 ° i or PWO9031 Field cut Panel Side View at Sill Trim Jamb Trim F482 and Note: Field measure Door Height before Optional Jamb Trim F484 making field cuts and adjust cut. dimensions Front View accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand 1 Door Width (+ 1'-6 for each SideLite) 1" Door Width + 34" (+ 1'-6 for each SideLite) Note: All trim is to be dote: Field measure Door Width and installed BEFORE blanket Height before making field cuts and insulation is applied to walls. adjust cut dimensions accordingly. PBR Wall Panel - Knock Down Walk Door Jamb Trim Installation H W54– Urethane Tube Sealant J"m Bead Header to Floor RA1 Sheeting Angle From base to 7'-6" girt Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" Pancake SD W/O Washer at each member Fastener #14A A"0 x J" Pop Rivet SS at 1'-8" O.C. Double Sided Tape (Not by Bld'g Mfg) Blanket Insulation –% A\ PBR Wall Panel J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 . PWO9031 mar'15 R02 Walk Door Jamb (Profile may vary) Field Cut Wall Panel Door Width Door Width + V Finish Floor Line ____\ __J1 Optional Jamb Trim F484 Profile Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. ISSUE DATE DESCRIPTION 0 4/17/17 FOR ERECTOR INSTALLATION Nage Knock Down Walk Door With Jamb Extensions AC05131 With Low Girts Attached to Door Frame Dace Rev Mar'16 1 02 Jamb Extension SL Girt 6 a (See AC05138) See Note Door Frame Jamb –� Jamb Jor4b4 Extension Extknsion Fastener J12A �• 12-14 x 1" Pancake SD Door Frame Jamb W/0 Washer Low Girt A Walk Door Clip (10 Req'd) (WDC8,WDC1 0,WDC1 2) Jamb Extension Isometric YField Walk Door Angle (WDA) HW9582 for 8J" Door Frames See Detail B. Used toBrace Strike Side of DoorHW9876 for 10}" Door Frames cut Jamb When low Girt at HW9877 for 121" Door Frames Girt Elevation 2'-6" thru 4'-6" is not Present Attachment to Concrete not by Note: Metal Bldg. Mfr. If Girt has a 31" Flange Field Notch Jamb Extension Channel to Clear Girt lip. Do not Notch i Girt lip. min Elevation Fra � SL Girt Low Girt Fastener 112A Field cut at 12-14 x 1" Pancake Door Frame Jamb SD W/0 Washer (two at Each Girt Flange) b Door Frame Door Frame Jamb Header Section B it Section A 4 Fastener #12A Walk Door Clip 12-14 x 1" Pancake (WDCS,WDC10,WDC12) SD W/0 Washer (two per Each Side of (2) Fastener #1B Strike Side of Door Frame 1-14 x 1 r SD W/O Washer Jamb leg) WDA Strike Side of Walk Door Angle Door Frame Jamb Detail B age PBR Wall Panel - Knock Down Walk Door PWO9032 Head Trim Installation DMar'15 R02 PBR Wall Panel Fastener #17A 12-14 x 11° SD W/Washer at 1'-0" O.C. Fastener #17A 12-14 x 11" SD W/Washer at 5"-7"-5" O.C. Note: Panel position is shown with ►- L Panel Rib and Door on 1'-0 module. 0 Q Note: All trim is to be Location of Rib may vary depending on p � installed BEFORE blanket the Door Width and location. Field Y � insulation is applied to walls, measure before cutting Panel and Trim. PBR Wall Panel - Walk Door & Glass -Front Walk Door "PW09027 Jamb Trim Field Cut Details oDec'11 R00 4J" O O 4J" /FLO Optional Jamb Trim F484 Top View Jamb Trim F482 Top View 0 0 4A» p o .3 �» 00 � c 0 it7 — Field Cut and Remove p I p 1 Y pqj Y N _ 3 0 o v 3 6 3" Walk Door N I 2" Glass–Front Door -co Cut and remove remainder of front fold LP O Side View at Head Trim_ o to Y 03 Y C 0 o � M7i NN � O f i� � 1 iF_ Side View at Sill Trim Jamb Trim F482 and Note: Field measure Door Height before Optional Jamb Trim F484 making field cuts and adjust cut. dimensions Front View accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand 1 Door Width (+ 1'-6 for each SideLite) 1" Door Width + 34" (+ 1'-6 for each SideLite) Note: All trim is to be dote: Field measure Door Width and installed BEFORE blanket Height before making field cuts and insulation is applied to walls. adjust cut dimensions accordingly. PBR Wall Panel - Knock Down Walk Door Jamb Trim Installation H W54– Urethane Tube Sealant J"m Bead Header to Floor RA1 Sheeting Angle From base to 7'-6" girt Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" Pancake SD W/O Washer at each member Fastener #14A A"0 x J" Pop Rivet SS at 1'-8" O.C. Double Sided Tape (Not by Bld'g Mfg) Blanket Insulation –% A\ PBR Wall Panel J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 . PWO9031 mar'15 R02 Walk Door Jamb (Profile may vary) Field Cut Wall Panel Door Width Door Width + V Finish Floor Line ____\ __J1 Optional Jamb Trim F484 Profile Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. ISSUE DATE DESCRIPTION 0 4/17/17 FOR ERECTOR INSTALLATION Nage Knock Down Walk Door With Jamb Extensions AC05131 With Low Girts Attached to Door Frame Dace Rev Mar'16 1 02 Jamb Extension SL Girt 6 a (See AC05138) See Note Door Frame Jamb –� Jamb Jor4b4 Extension Extknsion Fastener J12A �• 12-14 x 1" Pancake SD Door Frame Jamb W/0 Washer Low Girt A Walk Door Clip (10 Req'd) (WDC8,WDC1 0,WDC1 2) Jamb Extension Isometric YField Walk Door Angle (WDA) HW9582 for 8J" Door Frames See Detail B. Used toBrace Strike Side of DoorHW9876 for 10}" Door Frames cut Jamb When low Girt at HW9877 for 121" Door Frames Girt Elevation 2'-6" thru 4'-6" is not Present Attachment to Concrete not by Note: Metal Bldg. Mfr. If Girt has a 31" Flange Field Notch Jamb Extension Channel to Clear Girt lip. Do not Notch i Girt lip. min Elevation Fra � SL Girt Low Girt Fastener 112A Field cut at 12-14 x 1" Pancake Door Frame Jamb SD W/0 Washer (two at Each Girt Flange) b Door Frame Door Frame Jamb Header Section B it Section A 4 Fastener #12A Walk Door Clip 12-14 x 1" Pancake (WDCS,WDC10,WDC12) SD W/0 Washer (two per Each Side of (2) Fastener #1B Strike Side of Door Frame 1-14 x 1 r SD W/O Washer Jamb leg) WDA Strike Side of Walk Door Angle Door Frame Jamb Detail B age PBR Wall Panel - Knock Down Walk Door PWO9032 Head Trim Installation DMar'15 R02 PBR Wall Panel Fastener #17A 12-14 x 11° SD W/Washer at 1'-0" O.C. Fastener #17A 12-14 x 11" SD W/Washer at 5"-7"-5" O.C. n1 1-1 n Girt Fastener #14A J-0 x J" Pop Rivet SS at 1'-8" O.C. Head Trim F481 L Walk Door Header (Profile may vary) BY CK'D DSN PNR PNR NSR a Robertson Ceco company. PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. Finish Floor Line Note: All trim is to be installed BEFORE blanket insulation is applied to walls. 1 4m MIDWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52641 (319) 385-8001 EXT. 135 MEMBER MBMA a OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER 1 a 15—B-78572 SHEET NUMBER DET9 111 N SS It 0 Apr 20, 201 } Yne` 7 17 y %. I k". ►- L 0 Q o p � Y � 0 3 rrrp .- O O n1 1-1 n Girt Fastener #14A J-0 x J" Pop Rivet SS at 1'-8" O.C. Head Trim F481 L Walk Door Header (Profile may vary) BY CK'D DSN PNR PNR NSR a Robertson Ceco company. PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. Finish Floor Line Note: All trim is to be installed BEFORE blanket insulation is applied to walls. 1 4m MIDWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52641 (319) 385-8001 EXT. 135 MEMBER MBMA a OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER 1 a 15—B-78572 SHEET NUMBER DET9 111 N SS It 0 Apr 20, 201 } Yne` 7 17 y %. I k". Opening Width + 6" (+1" Lap when req'd) Opening Width + 6 (+1 Lap when req d) Field Cut Opening Width + 6 (+1 Lap when req d) 3" Opening Width 3" and Remove Opening Width + 3" See PW07023 Head Trim F481 1i' Opening Width 14" *Field Cut & PW07027 See PW07025 Remainder and & PW07027 Remove 0 0 -o 1 110 - Opening PBR Wall Panel Three Sided Framed Ope g Trim Installation with Field Notch Panel at Head Trim PW07022 PBR Wall Panel - Three Sided Framed Opening Field Notch Panel at Head Trim PW07023 PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Head Trim PW07024 PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at' Head Trim PW07025 0 Note: Trim Installation con be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. L Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 QR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. : Trim Installation can be done b Field Notch Panel as shown on PW07022 & PW07023 Note Y Q$ with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. , Opening Width + 6" (+1" Lap when req'd) „ Opening Width + 6" (+1" Lap when req'd) Opening Width + 6 (+1 Lap when req d) Field Cut Opening Width + 6 (+1 Lap when req d) 3" Opening Width 3" and Remove Opening Width + 3" See PW07023 Head Trim F481 1i' Opening Width 14" *Field Cut & PW07027 See PW07025 Remainder and & PW07027 Remove *Opening Width + 3" 0 0 -o 1 110 Head Trim F481 o 0 0 I 0 L rn x o Front View � 1" Lap with (2) Fasteners End View a� 0 a 0 Head Trim F481 0 0 #14 A" x J" Pop Rivet See and HW540 Caulking PW0703e Note: Opening Width 3" Opening Width 3„ Field notch Panel o For Optional at Head Trim s Fastener #14A �" x" Pop Rivet Channel Closure Trim 3 of 20 O.C. at Cold Form see PW07028 .. L_ ` a OR c a� v J - 4 1 Fastener r 207 12-24 x a —® s 3 - Pancake DP5 at 20 O.C. at a r- v L rn Hot Rolled H 0 J x Lo .� _ 0 0 r I + rn c -P 'c „ f W540 Tube Caulking Bead o H B 'h 2 1 Lap with L a� (see section from Header to Floor s " Fasteners 1 4 x m in - CL o ., 'v T a t i t Po R e i� P YP m F481 H e ad Trim rn - ' : Caulk with HW540 + _ Jamb Trim F482 Jamb Trim F482 J Head & Jamb Trim = at these edges 9 +, •� a, c or Alternate F484 or Alternate F484 when required. Field q See PW07027 ` after installation - - 'c notch as required. q for Jamb Trim c - 'c = a� a 0 0 it field cut detail a� rn O a O S C See a� PW0702 9 rm F482 Jamb Ti a O er or Alternate F484 n a 0 Finish Floor Line O O Fastener #14A i" x a" Pop Field cut Panel =# `- Rivet at 20" O.C. at Cold Form OR *Opening Width + 3" 0 0 -o 1 110 Head Trim F481 I 0 L rn x rn c o a� a 0 0 0 *Opening Width + 3" 0 0 -o 1 110 Head Trim F481 I *Opening Width + 3" 1 *Opening Width Head Trim F481 I *Note: Field measure Opening )i"Jidth and cut Head Trim to required length. Head Trim F481 .See Field Notch and Bend Front View 1" Lap with (2) Fasteners End View PW07030 1 Tab behind Jamb See End Cut Detail —�� #14 J" x J" Pop Rivet Trim. Attach with Fastener #14 1" x �" and HW540 Caulking Pop RivetSee 1� Opening Width . Fastener #14A A" x J" Pop Rivet Note: All trim is to be PW07025 for details. Do not cut or at 20" O.C. at Cold Form installed BEFORE blanket o remove back leg OR insulation is applied to walls Fastener #207 12-24 x list I Pancake DP5 at 20„ O.C. at „ Bend 1 Tab 1b No te• Panel position tion 's s h own with Hot Rolled � down 90 degrees Panel Rib and Opening on l'-0 mo du e Location of Rib may varydepending on P 9 „ Opening Width and location. Field Bead of HW540 Tube Caulking—,."Z aulkin9 Field Cut the0 P 9 from Header to Floor (see e section o andRemove measure before cuttin4 - Panelnel and Trim. End Cut Detail Jamb Trim F482 Jamb Trim F482 1 Lap with (2) „ (Viewed from top of Head Trim) or Alternate F484 or Alternate F484 Fasteners #14 x J” Pop Rivet Typ at Head & Jamb Trim Opening Width 1„ Opening Width , when required. Field notch as required. Bend Tab n Be d 1 I Notch and Field No 0 0 behind J - ind a mb Trim. Attach with See P WO029 7 Fastener ner 1 4 x Pop Rivet 1� Note: „ For "Optional ' al P t Channel Closure Trim see PW07028 0 Finish Floor Line i Head Trim F481 0 .c See PW07027 for Jamb Fastener 207 12-24 x 1r Trim field cut detail = Opening Width # o, Pancake DP5 at 20 O.C. at Jamb Trim F482 or Alternate F484 c Hot Rolled Opening Width a� P 9 i Fastener #14A i" x i" Pop a Note: Panel position is shown with , Rivet at 20" O.C. at Cold Form o 1 -0 module. e in Widt h Panel Rib and Opening on OR 1 i is to be Note: Field measure re 0 n Note: All trim trim is t be Not 9 Note: All t i o P r depending on Rib may vary d1j"I I installed BEFORE blanket and Height before making field cuts Location of R y y P 9 Note: All trim 'is to be Note. Field measure Opening Width Fastener #207 12-24 x 9 9 installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls. and adjust cut dimensions accordingly. insulation is applied to walls installed BEFORE blanket and Height before making field cuts Pancake DP5 at 20" O.C. at PP measure before cutting Panel and Trim. insulation is applied to walls. and adjust cut dimensions accordingly. Field cut Panel pp � 9 Y Hot Rolled Sf 1 r` r x,. ISSUE DATE DESCRIPTION BY CK'D DSN r , MIDWESTERN REGION 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR P o. Box 72 MEMBER MT. PLEASANT, IOWA 52641 ' • (319) 385-8001 EXT. 135 ti a Robertson Ceco company MBM PROJECT: HARTON Apr 2Q, 201 STANDARD FRAMED OPENING DETAILS(PBR WALL PANEL)'- CUSTOMER: CHANEY MILLER INC OWNER: CHANEY MILLER INC a LOCATION: CHICO, CA 95973F. �� i s� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER �°"'° 4/17/17 N.T.S. 1 A 15-B-78572 DET10 0.-� - PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details 4J„ Alternate Jamb Trim F484 Jamb Trim F482 View Top View 4A" i„ 3J„ in Field Cut and Remove Side View at Sill Trim Note: Field measure Opening Height before making field cuts . and adjust cut dimensions accordingly. r7 PBR Wall Panel - Three Sided Framed Opening PW07027 "Optional" Channel Closure Trim Ooenina Width + 7" (+1" Lap when req'd) r� Cut and remove remainder of front fold (2) Fasteners #14 x J" Pop Rivet at lap 1" Lap when required. Field cut and notch as required. Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand Finish Floor Line 1" Field bend tab down 90 degrees 24" Field cut and remove 11� r- Channel Closure Trim 3�" Field cut and remove Channel Closure Trim at Jambs W End Cut Detail STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. PW07028 1" Lap typ at Head & Jamb when required. Field cut to length if req'd and notch. Channel Closure Trim Piece Mark F981 3J" Opening Width 3J" F2994 — 81" member F2991 — 8J" member F2992 — 81" member F982 O O O — 101" member F169 — 12" member ° — 12J" member ° Channel Closure Trim installed BEFORE blanket See insulation is applied to walls. PW07030 and Height before making field cuts and adjust cut dimensions accordingly. Fastener #14A A" x J" Pop Rivet CUSTOMER: CHANEY MILLER INC OWNER: CHANEY MILLER INC at 20" O.C. at Cold Form ° OR Fastener #207 12-24 x 1111 CAD DATE 4/17/17 SCALE N.T.S. PHASE 1 Pancake DP5 at 20" O.C. at SHEET NUMBER DET11 0 Hot Rolled rn Channel Closure Trim CL 0 ° Channel Closure Trim ° See PW07029 Finish Floor Line O F 1 ° 1" Field bend tab down 90 degrees 24" Field cut and remove 11� r- Channel Closure Trim 3�" Field cut and remove Channel Closure Trim at Jambs W End Cut Detail STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. PW07028 1" Lap typ at Head & Jamb when required. Field cut to length if req'd and notch. Channel Closure Trim Piece Mark F981 — 8" member F2994 — 81" member F2991 — 8J" member F2992 — 81" member F982 — 10" member F2993 — 101" member F169 — 12" member F2995 — 12J" member Note: All trim is to be installed BEFORE blanket insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Jamb Trim Installation Fastener #14A J" x J" Pop Rivet at 20" O.C. at Cold Form BY OR Fastener #207 12-24 x 1" Pancake DP5 at 20" O.C. at FOR ERECTOR INSTALLATION Hot Rolled Double Sided Tape (Not by Bld'g Mfg) Blanket Insulation PBR Wall Panel -J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Alternate Jamb Trim F484 Profile Note: All trim is to be installed BEFORE blanket insulation is applied to walls. ill PBR Wall Panel -Three Sided Framed Opening PW07029 Head Trim Installation Jamb (Cold Form shown Hot Rolled similar) "Optional" Channel Closure Trim See PW07028 for details. , Bead of HW540 Tube Caulking (Header to Floor) �--............... _ f--- .................. — Field Cut Wall Panel Opening V'lidth Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on the Opening Width and location. Field measure I)efore cutting Panel and Trim. PBR Wall Panel Wall Member Screw 12-14 x _ at 5"-7"-5" O.C. at Cold Form OR 12-24 x _ at 5"-7"-5" O.C. at Hot Rolled r- Fastener #14A A" x J" Pop -� Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 14" Pancake DP5 at 20 O.C. at Hot Rolled PUV07030 "Optional" Header Channel Closure Trim (Cold Form shown See PW0728 for details Hot Rolled similar) Note: All trim is to be installed BEFORE blanket insulation is applied to walls ISSUE DATE DESCRIPTION BY CK'D DSN' MIDWESTERN REGION ��P o. eox 72 MEMBER ::..c- - rad wry M.T. PLEASANT, IOWA 52641 a Robertson Ceco company (319) 385-8001 EXT. 135 MBMA IUx 0 4 17/17 / FOR ERECTOR INSTALLATION PNR PNR NSR PROJECT: HARTON ., ra CUSTOMER: CHANEY MILLER INC OWNER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE 4/17/17 SCALE N.T.S. PHASE 1 BUILDING ID JOB NUMBER A 15—B-78572 SHEET NUMBER DET11 0 Horizontal Slide Window Baseline Fixed Window (FW2056, FW2060, FW3040, FW4040) Installation Notes: Single Hung Window Fixed Window (FW1070, FW2070) Window Jamb fins are designed for installation at major panel ribs only. Typically windows are located between the 7'-6" girt and the baseline of the applicable wall. Windows are typically packaged with two PBR Jamb Fins E91 that are not installed on the window unit. Prior to window installation install the jamb fins into the extruded grooves on each side of the window by sliding the fin in from the bottom of the window. The jamb fin should end flush with the top of the window head fin. As the wall panels are installed, locate the jamb stiffeners at the wall panel major ribs at the desired window locations. Attach the jamb stiffeners to the girt and base members with Fastener #12A, see Jamb Stiffener/ Window Isometric. Locate and mark window opening from the outside of the building, see Panel Cutout table for cutout width and height. Make sure the panel cutout height is correct and the panels are cut square. Push the window up until the window head contacts the upper wall panels. Make sure the window is square and level. Attach window unit with jamb fins installed to the jamb stiffeners with Fastener 112A at each comer. Apply Urethane Tube Sealant HW54– to both jamb fins, see Jamb Stiffener/Window Isometric. Apply Urethane Tube Sealant HW54– to both sides of the inside panel closure and insert the closures between the wall panel and insulation at the window head and sill, See Section B. Attach window head and sill to wall panels with #17A Fasteners at a 5", 7". 5" O.C., see Fastener Spacing at Window Head and Sill. Note: Fasteners are installed from the inside of the building at the window sill. Attach wall panels to window jamb fins/jamb stiffeners with Fastener #17A at 1'-0" O.C., see Section A. Apply Urethane Tube Sealant HW54– along both sides between the window jambs and the wall panel to close any gaps. From the outside apply a continuous bead around the outside of the panel profile at the panel base, see Section B. Install Snap–On Trim E86 at each jamb. Vinyl Insulation Retainer Notes - The optional Vinyl Insulation Retainer V03 can be installed before or after the window is installed. Install the retainer into the groove on the four interior sides, see Sections A and B. Notch back the tongue of the retainer at least 1r on both ends of either the horizontal or vertical retainers, this will allow the retainers to overlap at the four comers. (*) Dimension is from baseline 2'-10" 4'-0 " Details shown are for horizontal slide windows. Single hung and fixed window installation details are similar. Non Thermal Window (C225) Installation Details Page AC08310 Horizontal Slide / Single Hung / Fixed Glass Uate Rev PBR Panel With Jamb Stiffeners Aug '15 00 W1 Urethane Tube I PBR Jamb Fin E91 (2) per Window Snap–On Trim E86 (2) per Window r— *Vinyl Insulation Retainer V03 *Vinyl Insulation Retainer V03 is optional an unless specified on the order documents Window Jamb Base Jamb Stiffener/Window Isometric 11 Face to Face of Jamb Stiffener = *Vinyl Insulation j" Retainer V03 PBR Jamb Fin E91 Window Jamb Stiffener F164 Urethane Tube Sealant (Inside) HW54– PBR Wall Panel Fastener #17A (Outside) 12-14 x 11' SD W/Washer at 1'-0" O.C. „ Snap–On Trim 1 Panel Cutout Width = 1 E86 Nominal Window Width — 2" Nominal Window Width Section A — Jamb PBR Panel Wall Girt Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Attach to Head fin Window Head fin Double–Face Tape (not by Metal Bldg. Mfr.) Insulation Section at Window Head Window Sill Fin Double–Face Tape (not by Metal Bldg. Mfr.) Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Border and Attach to Window Sill fin. Insulation Section at Window Sill ISSUE Panel Cutout DESCRIPTION BY I Horizontal Slide DSN Window ID Cutout Width Cutout Height HS2016 1'-10" V-61* HS3020 2'-10" 2'–OJ' HS3030 2'-10" 3'-0 " HS3040 2'-10" 4'-0 " HS4030 3'-10" 3'-0' HS4040 S-10" 4'-0 " HS5030 4'-10" 3'-0 " HS6020 5-10" 2'–Ol* HS6030 5-10" 3'-0 " HS6040 5-10" Single Hung � Window ID Cutout Width Cutout He( ht H3030 2'-10" S-0 " H3040 H3050 2'-10" 5'–OJ" (*) Dimension is from baseline 2'-10" 4'-0 " Details shown are for horizontal slide windows. Single hung and fixed window installation details are similar. Non Thermal Window (C225) Installation Details Page AC08310 Horizontal Slide / Single Hung / Fixed Glass Uate Rev PBR Panel With Jamb Stiffeners Aug '15 00 W1 Urethane Tube I PBR Jamb Fin E91 (2) per Window Snap–On Trim E86 (2) per Window r— *Vinyl Insulation Retainer V03 *Vinyl Insulation Retainer V03 is optional an unless specified on the order documents Window Jamb Base Jamb Stiffener/Window Isometric 11 Face to Face of Jamb Stiffener = *Vinyl Insulation j" Retainer V03 PBR Jamb Fin E91 Window Jamb Stiffener F164 Urethane Tube Sealant (Inside) HW54– PBR Wall Panel Fastener #17A (Outside) 12-14 x 11' SD W/Washer at 1'-0" O.C. „ Snap–On Trim 1 Panel Cutout Width = 1 E86 Nominal Window Width — 2" Nominal Window Width Section A — Jamb PBR Panel Wall Girt Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Attach to Head fin Window Head fin Double–Face Tape (not by Metal Bldg. Mfr.) Insulation Section at Window Head Window Sill Fin Double–Face Tape (not by Metal Bldg. Mfr.) Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Border and Attach to Window Sill fin. Insulation Section at Window Sill ISSUE Panel Cutout DESCRIPTION BY I Fixed DSN Window ID Cutout Width Cutout Hei ht FW1070 0'-10' 7'-0 " FW2056 1'-10" 5'-6 " FW2060 1'-10" 6'-0 " FW2070 V-10" 7'-0 " FW3040 2'-10" 4'– " FW4040 S-10" 4'–Of (*) Dimension is from baseline 2'-10" 4'-0 " Details shown are for horizontal slide windows. Single hung and fixed window installation details are similar. Non Thermal Window (C225) Installation Details Page AC08310 Horizontal Slide / Single Hung / Fixed Glass Uate Rev PBR Panel With Jamb Stiffeners Aug '15 00 W1 Urethane Tube I PBR Jamb Fin E91 (2) per Window Snap–On Trim E86 (2) per Window r— *Vinyl Insulation Retainer V03 *Vinyl Insulation Retainer V03 is optional an unless specified on the order documents Window Jamb Base Jamb Stiffener/Window Isometric 11 Face to Face of Jamb Stiffener = *Vinyl Insulation j" Retainer V03 PBR Jamb Fin E91 Window Jamb Stiffener F164 Urethane Tube Sealant (Inside) HW54– PBR Wall Panel Fastener #17A (Outside) 12-14 x 11' SD W/Washer at 1'-0" O.C. „ Snap–On Trim 1 Panel Cutout Width = 1 E86 Nominal Window Width — 2" Nominal Window Width Section A — Jamb PBR Panel Wall Girt Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Attach to Head fin Window Head fin Double–Face Tape (not by Metal Bldg. Mfr.) Insulation Section at Window Head Window Sill Fin Double–Face Tape (not by Metal Bldg. Mfr.) Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Border and Attach to Window Sill fin. Insulation Section at Window Sill ISSUE DATE DESCRIPTION BY I CK'D I DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNfl PNR NSR 21„ PBR Wall Pane Field cut at Window Openinc Fastener #17: 12-14 x Ili" SD W/Washe inside Panel Closur HW455 With Urethan Tube Sealant HW54. Each Sid Fastener 117 12-14 x 11" SO W/Washy at 5",7",5" 0.1 Urethane Tube Sedlar HW54– Continuous Arour Outside of Panel Bas Field Trim Back leg as Required to Clear Panel Notch Section C — Sill at Baseline (Inside) (Outside) 7„ 5" 7„ ,� 5„ 7„ 2" Fastener Spacing at Head and Window Sill Note: Fastener location shown is for the window head, fasteners are installed from the inside at the window sill. Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Fold Back Over and Attach to Window Jamb Stiffener F164 Window Jamb Stiffener F164 (Inside) Double–Face Tape (not by Metal Bldg. Mfr.) (Outside) ' Insulation Section at Window Jamb -� —` MIDWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52641 135 a Robertson Ceco company .- (319) 385-8001 Ext: PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. • 9a� 1 1 MEMBER MBMAI OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 a 1 15—B-78572 Ii + 0' ' 3 • _ 0 Window Unit (Horizontal Slide, ;a C = o 3 Non -Insulated 0 Glass Shown) � o .-. Z v a o N Z Fastener #17A 12-14 x 1r SO W/Washer at 5",7",5" O.C. Inside Panel Closure With Urethane *Vinyl Insulation Retainer V03 r Wall Girt HW455 Tube Sealant HW54– Each Side PBR Wall Panel Field cut at Window Opening Fastener 117A 12-14 x 11" SD W/Washer Section B — Head/Sill Fastener #17C 12-14 x J" SD W/Washer at Each end Window Unit (Fixed Non–Thermal PA4 11" x 24" 14 ga. Angle Glass Shown) Baseline Urethane Tube Sealant / ro Masonry Anchor HW54– at Window Openinga at Each end (not by ° Metal Bldg. Mfr.) Field Trim Back leg as Required to Clear Panel Notch Section C — Sill at Baseline (Inside) (Outside) 7„ 5" 7„ ,� 5„ 7„ 2" Fastener Spacing at Head and Window Sill Note: Fastener location shown is for the window head, fasteners are installed from the inside at the window sill. Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Fold Back Over and Attach to Window Jamb Stiffener F164 Window Jamb Stiffener F164 (Inside) Double–Face Tape (not by Metal Bldg. Mfr.) (Outside) ' Insulation Section at Window Jamb -� —` MIDWESTERN REGION P.O. BOX 72 MT. PLEASANT, IOWA 52641 135 a Robertson Ceco company .- (319) 385-8001 Ext: PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. • 9a� 1 1 MEMBER MBMAI OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 a 1 15—B-78572 DET12 111 s Afar 20, 201 1 EO Typ Both Sides 0 VA) J Edge Q NOTES: Joint TH K. WELD SIZE 16 Go 1/16": 0.0625 inch 14 Go 5/6411: 0.0781 inch �J 12 Go 7/64,,: 0.1094 inch Q 2-24 10 Go 9/64: 0.1406 inch 2-24 L2 g7l/2 TYPICAL COLD—FORMED CONNECTIONS L 2 s 3/8" Thk Below 3/8" The Material 5OV L/2 Has No Joint G 0 a < 3 8" Thk < 3/8 Thk / O or or Z 3 /8" Th k z 3/8" Thk 6 0 BGTSM BGTSM T >- yP O < 3/8" Thk / 0 or Z 3/8" Thk BGTSM b (Z)T YP O a z 38" Th ick\ B�TSM < 3/8" Thick/,' 0 oir (D 7 n < 3/8" Thk or Z 3/8" Thk < 3/8" Thick Z 38" Thick BOSM v o Typ < 3/8" Thick or i 3/8" Thick BGTSM Straight Column Type 1 n b 55 < 3/8" Thk or Z 3/8" Thk BGTSM Typ Q Interior Wide Flange Base Plate Typ 0 Typ iOp� Typ >--� 0 OV Typ >- 0 Typ At Webs Typ >---� O 07 < 3/8" Thick z 3 8" Thick EB TSM U O Typ a Typ < 3/8" Thick or >_ 3/8" Thick BGTSM Straight Column Type 2 O L2 L/2 Some As Bottom Flange a Same As Conn Plate > 3/8" Thk or s 3/8" Thk s 38" ThkTyp At b / Webs G or > 3/8" Th k <3/8" Th k n . b or Z 3/8 Thk O <3/8" Thk BGTSM A or (0, Z 3/8" Thk BGTSM 0 L 2 Weld Int„ 3-6 n L 2 Over 24 Deep Webs T � Yp O OO Y2—' L Built—Up Col u m n s>----7-- Only T � yP O 0 »A„ Same As Bottom Flange a, v- <3/8" Thk or 5 Z 3Z8" Thk BGTSM U 2 1/2 o 2 1/291 Typ Flg Brace Clip 2 � L2 � Typ X gNotch > " Typ Typical Stiffener Detail SECTION A—A Backing Ring— Same Material As Pipe Interior Column Conn Plates ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR * Note: Sizes Of Fillet Weld For We.b-To—Flange Weld' Web Flan e Thickness Thickness 3/16" 1/4" To 1 /2 Over 1/2 10 Go & 3/16" 3/16" See Note 2 1/4 3/16. See Note 5/16 See Note 1/4' 2 1 3/8„ 5/16„ Over 3/8" See Note 3 N otes: 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. 2.) Weld Size Equals To Thickness Of Web Qr See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The Following Criteria: t f < 3/8" 3/16" Fillet 3/8" < t f <— 3/4" N With 1/4" Fillet t f > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of Thinner Plate. 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. N ote! ! ! BGTSM = Back Gouae To Solid Metal (Typ.) Revised 4/25/08 lotice This Drawing And The Information Contained And/Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND PROPRIETARY and may not be reused, reprinted, distributed or otherwise disclosed W—I/WELD MIDWESTERN REGION »;. —etOi P.O. BOX 72 MT. PLEASANT, IOWA 52641 a Robertson Ceco company (319) 385-8001 FXf. 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. DETAIL Sk rs MEMBER VIB M A OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER � I a 15-13-78572 S( J T Apr 20, 201 X2. .._ 10. SHEET NUMBER DET 13 o I` .._......�..�....,.�_...�v.......i....��..�.....��-.. _�___. _•----�. _._� .. _ __ _.-_ __.._._._....____._�� _��______�L �-��__._ _.__.._—....... ..._._... �__.__.__.._.�_.__._. f r n r • a n CD V) W DETAIL A Dia= 3/4" 6„ wl N 1 -3 DETAIL B Dia= 3/4" 6„ See Plan DETAIL C Dia= 5/8" 00 ' 4" 3" „ 4 " 2 2 8 1/4 W DETAIL D N SW &I Dia= 5/8" DETAIL E SW Framed Opening Width 1 3/4 1 3 4 E Door Opening Width Mai 1 1 �4 1 1 /4 Equal Equal Equal Equal CV CV j + Steel Line + r� + Steel Line + F"�Rcmp (If Required) ARDiaFramed Opening AR Layout AR Dia Walk Door AR Layout 5/8 )1 1/2„ ISSUE DATE DESCRIPTION .r CK'D DSN 0 N FOR ERECTOR INSTALLATION PNR PNR NSR See Plan DETAIL C Dia= 5/8" 00 ' 4" 3" „ 4 " 2 2 8 1/4 W DETAIL D N SW &I Dia= 5/8" DETAIL E SW Framed Opening Width 1 3/4 1 3 4 E Door Opening Width Mai 1 1 �4 1 1 /4 Equal Equal Equal Equal CV CV j + Steel Line + r� + Steel Line + F"�Rcmp (If Required) ARDiaFramed Opening AR Layout AR Dia Walk Door AR Layout 5/8 )1 1/2„ ISSUE DATE DESCRIPTION BY CK'D DSN 0 4/17/17 FOR ERECTOR INSTALLATION PNR PNR NSR MIDWESTERN REGION 'ff "I=-� P.O. BOX 72 L ® MT. PLF�SANT, IOWA 52641 - a Robertson Ceco company (319) 385-8001 EXT. 135 PROJECT: HARTON CUSTOMER: CHANEY MILLER INC LOCATION: CHICO, CA 95973 CAD DATE SCALE 4/17/17 N.T.S. MEMBER MBMA OWNER: CHANEY MILLER INC PHASE BUILDING ID JOB NUMBER 1 a 15—B-78572 I SHEET NUMBER F3 0 f 1 GENERAL NOTES I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 2. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REOUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOUR5; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFY AND HOLD DANIEL J. DOBBIE HARMLE55 FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DANIEL J. DOBBIE. 3. THE CONTRACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER. 4, ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENG I NEER. 5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER. 6. ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMAN5HIP, SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE 2015 EDITION AS ADOPTED AND MODIFIED BY THE STATE OF CALIFORNIA IN REFERENCE TO THE 2016 CALIFORNIA BUILDING CODE (GBG). 7. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION. i, THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS. 5PEGIAL INSPECTION I. 5PEGIAL INSPECTION IS REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE WITH SECTION 1704 OF THE 2016 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBG): INSTALLATION OF HIGH STRENGTH BOLT 5, INSTALLATION OF BOLTS IN CONCRETE U51N6 STRENGTH DESIGN 2. THE FOLLOWING REQUIREMENT SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. B. THE EPEGIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. G. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER, THE ARCHITECT, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. D. THE SPECIAL INSPECTOR SHALL 5U5MIT A FINAL REPORT SIGNED BY THE REGI5TERED PROFESSIONAL 57A -,INC-., WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORYANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE W0R<YAN5HIP PROVISIONS OF THE G.B.G. 3. SPECIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING DIV!SION FRiOE TO THE ISSUANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY D15GREPANGIES AND BE FILED WITH THE BUILDING DIVISIION WEEKLY DURING CONSTRUCTION, WHETHER CORREGTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB 5!TE FOP: REVIEW BY THE BUILDING OFFICIAL OR H!S REPRESENTATIVE. 4. INSPECTION PROGRAM: a.) SPECIAL INSPECTION OF THE HIGH STRENGTH BOLTS 5L4ALL OCCUR DURING BOLT IN57ALLAT!ON AT THE ERECTION OF THE STEEL FRAMING. a.) SPECIAL INSPECTION OF THE BOLTS IN GONCRETE SHALL OCCUR AFTER TIEING OF BOLTS IN PLACE, AND PRICK TO THE POURING OF THE CONCRETE. * IA 3/4" RODS II4 MINIMUM EDGE @ IB 5/8" RODS 10 DISTANCE 4- 3/4" F1554 (GRD. 3(b) HEADED ANCHOR RODS W! BP3/4' WASHERS AT BOTTOM @ IAd IB L 5/8" F1554 (GRD. 36) HEADED ANCHOR RODS 'BP5/8' WASHERS AT BOTTOM C IC I W CONTINUE REINF. ly ~ J � HAIRPIN TIES PER PLAN THR'J FROM FT6. 0 = r SLAB PER PLAN BEYOND z U �m - (V I j O - N 1 1 I DOWELS PER DETAIL 2/1 WHERE GOLD JOINT OCCURS OPTIONAL GOLD JOINT rl IN F N A I,` [ON FOUNDATION I. 501L DESIGN INFORMATION: SOIL DESIGN PRESSURE: PAD FOOTINGS 1500 PSF 2. BOTTOM OF• FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE. 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT $ TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED BEFOFC-ONCRETE 15 PLACED. 4, THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TOTHE ENGINEER PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL LOOSE SOIL AND FILL DIRT, INCLUDING BACKFILL BEHIND RETAININGWALLS, SHALL ETCOMPAGTEI7 TO AT LEAST Q090 OF MAXIMUM DENSITY REINFORCING STEEL I. BAR REINFORCING SHALL CONFORM TO A57M A615, INCLUDING SUPPLEMENT 51: ALL REINFORCING SHALL BE GRADE 60. 2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER '7 OF THE AMERICAN CONCRETE INSTITUTE PUBLICATION 318 -II, UNLE55 OTHERWISE NOTED. 3. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN CONCRETE IN5TITUTE 318. 4. VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY POSITIONED AT THE CENTER OF THE ►HALL, UNLESS OTHERYVISE NOTED. 5. BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN THE "MANUAL OF STANDARD PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL INSTITUTE. 6. ALL REIFORCING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING CONCRETE OR GROUT. i. WELDING OF GROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT BE PERMITTED. CC 2 - #4 CONTINUOUS AT BOTTOM IAB IB cn 1 v 2 - #4 EACH WAY AT BOTTOM ® IG I co X 3'-O" LONG AT IA 2'-2" x 2'-6" LONG AT IB x 2'-O" LONG AT IG SCALE 3/4" = 1'-0" DOWELS @ 24" o.c. REO'JIRED WHERE GOLD ,JOIN 75 OCCUR 6" SLAB FER PLAN 1 L - } OFTION.AL GOLD JOINT #4 CONT. TOP t BOTTOM I 02- SCALE 3/4" = 1'-0" -O, PROVIDE SLOPING SURFACE AT ROLL -UP DOORS PER PLAN FOR ITEMS NOT NOTED SEE DTL 2/1 0 3 SCALE 3/4" = 1'-0" 0 BEND LE65 WHER! CA in n REINFORCED CONCRETE I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: FOUNDATIONS/ FOOTINGS 3000 P51 SLA55 3000 PSI NO SPECIAL INSPECTION OF CONCRETE 15 REQUIRED AS NOTED BELOW PER 2016 GBG SECTION 1'705.3 EXCEPTION 1. ISOLATED FOOTINGS < 3 STORIES AND EXCEPTION 3. FOR NONSTRUCTURAL SLABS ON GRADE THEREFORE NO 5PEGIAL INSPECTION OF CONCRETE SHALL BE REQUIRED. B. THE MAXIM LUMP SHALL BE 4 INCHES. G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGI57ERED IN THE STATE OF CALIFORNIA AND SUBMITTED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW, 2. PORTLAND GEMENT SHALL CONFORM TO ASTM G150, TYPE I OR II. 3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CON5IDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT, 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM Gq4. 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON - PRESTRESSED CONCRETE; A. CAST AGAIN5T AND PERMANENTLY EXPOSED TO EARTH 3" B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 211- #5 "- #5 AND SMALLER 1 1/2" 7, SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAMS. 8. CONSTRUCTION JOINT5 SHALL BE ADEOUATELY KEYED. THEIR LOCATIONS AND DETAILS, WHEN NOT SHOWN ON THE DRAWING5, SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. 9. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOIN T5. 10. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE CAST IN 50UARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SQUARE FEET, WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, NE:AKENED PLANE, OR CONSTRUCTION JOINTS. 03 FOUNDATION PLAN _ FOR EXACT SIZE AND LOCATION OF ANCHOR 50LT5 SEE ANCHOR BOLT PLAN BY GBS-XPRES5. �i Fk,, lo kc s101r-eJ don, ore/%:j . SIoil, 1GI:1t" 1:144,161101 W1r>i21117 1'x'1 REVISIONS I BY z O U Lo LLJ 0, J Q G U� Z� z ^ Q 0` �Q► U cq v Z J. OOH I SCALE 2 B� rn w OP C 420 2$ TrnDRAWN 1/4"-1'-0" UON _O CONTROL did i I JOINTS MAY 0 9 1017 i (fo1 Iy OF SHEETS O c+) m L I to 0 0 0% z I Q J IW r V z - „ j � U BUILDING DIVISION APPROVED � f I 6UTTECOUNTY DrLNTLOi'i^AENTSERVICES REVIEVVE ESR _. COD; C0'il lJ LlA ''JOE � DJ1TE 8Y j V2" DEEP SAWCUT CONTROL O JOINTS AS SOON AS POSSIBLE WITHOUT 5PALLINIG OCCURRING TYP I IG IC T T <t m O O _-6"' CONS. SLAB W/ #3 @ 18"o.c. I EACH WAY TYP I 1 I I i O 1- #5 HAIRPIN TIE I m 30 I TYP I - ! TYP I I � i HAIRPIN SLAB INTO REOUIRED 'I: -----I :I� I-- --- ------------I .I. IB 3 IA 2 IB ��- FLUSH FOOTING INTO CORNER IB OF 6" LEG AT SLAB LAYOUT TYP. I HP TIE i II -3I IPI FOUNDATION PLAN _ FOR EXACT SIZE AND LOCATION OF ANCHOR 50LT5 SEE ANCHOR BOLT PLAN BY GBS-XPRES5. �i Fk,, lo kc s101r-eJ don, ore/%:j . SIoil, 1GI:1t" 1:144,161101 W1r>i21117 1'x'1 REVISIONS I BY z O U Lo LLJ 0, J Q G U� Z� z ^ Q 0` �Q► U cq v ' I QFtOFESS/O ? Z J. OOH 5/9/2011 SCALE 2 B� rn w OP C 420 2$ TrnDRAWN 1/4"-1'-0" UON _O * EXP. 03/31/18 * did CIVI1. �P OFCAl1F .109 I?019 SHM MAY 0 9 1017 (fo1 Iy OF SHEETS O c+) 0. Lo 0 0 0% z I Q J IW r V z BUTTE COUNTY „ j U BUILDING DIVISION APPROVED � 6UTTECOUNTY DrLNTLOi'i^AENTSERVICES REVIEVVE ESR _. COD; C0'il lJ LlA ''JOE � DJ1TE 8Y ' I QFtOFESS/O ? vA�c J. OOH 5/9/2011 SCALE 2 B� rn w OP C 420 2$ TrnDRAWN 1/4"-1'-0" UON * EXP. 03/31/18 * did CIVI1. �P OFCAl1F .109 I?019 SHM MAY 0 9 1017 (fo1 Iy OF SHEETS