The URL can be used to link to this page

Home My WebLink AboutB16-1749 000-000-000 (2)C DANIEL J. DOBBIE aD Professional Engineer Page: 21 P.O. Box 2.156 Job No: 16024 15925 Renee Way Date: June 2016 Flournoy, CA 96029 Phone (530) 833-5423 35 New Foster Place `J��UrcAZ E --TH � CNL�r c — c �i►v v� 4" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 4" 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 ft) 3000 PSI REINFORCING STRENGTH (Fy) 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 4 IN DEPTH OF REINFORCING (d) (t/2) 2 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 LOAD FACTOR FOR WIND 1.6 AREA OF REINFORCING STEEL (As) (#3 @ 18" o.c.) 0.073 IN^2 REINFORCING RATIO (p) = As /(b * d) 0.003042 . 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) .00625*Wr^2 Mw=.15*4/12*Wr^2/8 MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) 8.45 KIP IN Mn=p*b*d*Fy*(d-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.00625 * Wr^2 Wr^2 = 90 * Mn Wr = (90 * Mn)^.5 .7.96 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) 7.96 FT USE ALLOWABLE WIDTH 7.00 FT DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 N Page: 22 Job No: 16024 Date: June 2016 35 New Foster Place IA -9-T(v c-rLA2�� RIGID FRAME COLUMN FOOTING LINE (2) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) LOAD CASE (1) 9.63 KIPS HORIZONTAL OUTWARD THRUST (Rho) SAME LOAD CASE 4.28 KIPS VERTICAL UPLIFT (Rvu) LOAD CASE (40) (NEGATIVE = UPLIFT) -8.69 KIPS HORIZONTAL INWARD FORCE (Rhi) SAME LOAD CASE 0.84 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLA' ICOL Wf W t FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.50 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.67 FT WIDTH OF SLAB (Ws) = Wf + 7 9.50 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -8.69 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 4/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt =' Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) 7.11 FT . USE: FOOTING LENGTH (Lf) 7.17 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.537 KSF BENDING MOMENT IN FOOTING (M) 8.63 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 6 -.3.5 22.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 „ DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 12.9 KIP FT REINFORCING STEEL RATIO (p) 0.000189 < pmin USE: REINFORCING STEEL RATIO (p'), 0.000252 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.171 IN ^2 USE: 2 - #5 As = 0.62 INA2 RIGID FRAME FOOTING 2'- 6" WIDE x 1'- 8" THICK x 7'- 2" LONG - LINE (2) AT (A&C): W/ 2 - #5 CONT AT BOTT. & 4" SLAB OVER r DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 G-7P-0C-7-JR,r---7 Page: 23 Job No: 16024 Date: June 2016 35 New Foster Place ENDWALL COLUMN FOOTING LINE (183) AT (B) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) LOAD CASE (1) 8.06 KIPS HORIZONTAL OUTWARD THRUST (Rho)'SAME LOAD CASE 0.00 KIPS VERTICAL UPLIFT (Rvu) LOAD CASE (40) ' (NEGATIVE = UPLIFT) -5.21 KIPS HORIZONTAL INWARD FORCE (Rhi) SAME LOAD CASE 4.21 KIPS DESIGN FOOTING TO RESIST UPLIFT: . INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLA ICDL Wf W FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.50 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.67 FT WIDTH OF SLAB (Ws) = Wf + 7 9.50 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6"DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.21 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ = .15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 4/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) 1.85 FT USE: FOOTING LENGTH (Lf) 3.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.075 KSF BENDING MOMENT IN FOOTING (M) 3.02 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 6 - 3.5 22.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 4.5 KIP FT REINFORCING STEEL RATIO (p) 0.000066 < pmin USE: REINFORCING STEEL RATIO (p') 0.000088 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.060 INA2 USE: 2 - #5 As = 0.62 INA2 ENDWALL COLUMN FOOTING 2'- 6" WIDE x 1'- 8" THICK x 3'- 0" LONG % ,LINE (183) AT (B): W/ 2 - #5 CONT AT BOTT. & 4" SLAB OVER ✓ DANIEL J. DOBBIE Professional Engineer Page: 24 z4d N P.O. Box 2156 Job No: 16024 15925 Renee Way Date: June 2016 Flournoy, CA 96029. 35 New Foster Place Phone (530) 833-5423 -9:5TeL)ex -fi g CORNER COLUMN FOOTINGS LINES (1) AT (A&C) & (3) AT( C ) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) LOAD CASE (3) 3.13 KIPS HORIZONTAL OUTWARD THRUST (Rho) SAME LOAD CASE 0.00 KIPS VERTICAL UPLIFT (Rvu) LOAD CASE (45) (NEGATIVE = UPLIFT) -2.86 KIPS HORIZONTAL INWARD FORCE (Rhi) SAME LOAD CASE 2.32 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 4" SLAB BEYOND EDGES OF FOOTING EDGE OF SLAB Wfl I A FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF SQUARE FOOTING (Wf) 2.00 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Z* (0.6 -DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -2.86 KIPS FIND: REQUIRED THICKNESS OF FOOTING (Tf) WEIGHT OF FOOTING (Zf) =.15 * Wf"2 * Tf WIDTH OF SQUARE SLAB (Ws) = Wf + 7 . WEIGHT OF SLAB (Zs) =.15 * 4/12 * (Wf + 7)"2 TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED THICKNESS OF FOOTING (Tf) 1.19 FT USE: FOOTING THICKNESS (Tf) 1.17 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) r 0.783 KSF • ,' BENDING MOMENT IN FOOTING (M) 0.78 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 16.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D'+ 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 1.2 KIP FT REINFORCING STEEL RATIO (p) 0.000040 < pmin USE: REINFORCING STEEL RATIO (p') 0.000053 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.021 IN"2 ' USE: 2 - #4 As =.4 IN"2 CORNER COLUMN FOOTING 2'- 0" SQUARE x 1'- 2" THICK LINES (1(a)A&CI & (3(a)C): W/ 2 - #4 EACH WAY AT BOTTOM & 4" SLAB OVER '7 DANIEL J. DOBBIE Page: 25 /'z< D Professional Engineer P.O. Box 2156 Job No: 16024 15925 Renee Way Date: June 2016 Flournoy, CA 96029 35 New Foster Place Phone (530) 833-5423 CORNER COLUMN FOOTING LINE (3) AT (A) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) LOAD CASE (3) 3.13 KIPS HORIZONTAL OUTWARD THRUST (Rho) SAME LOAD CASE 0.00 KIPS VERTICAL UPLIFT (Rvu) LOAD CASE (45) -3.47 KIPS HORIZONTAL IN FORCE (Rhi) SAME LOAD CASE 2.32 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 4" SLAB BEYOND EDGES OF,FOOTING Ls Lf EDGE OF SLA TB fWNOS • FOOTING /SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.50 FT THICKNESS OF FOOTING BELOW SLAB (Tf) F 1.67 FT WIDTH OF SLAB (Ws) = Wf + 7 9.50 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*DEAD + WIND) 0.9 REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -3.47 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) 1.4 KIP FT WEIGHT OF FOOTING (Zf) = .15 * Wf * Tf * Lf r 0.000022 <. pmin LENGTH OF SLAB (Ls) = Lfr/2 + 1 + 7 0.000029 WEIGHT OF SLAB (Zs) = 0.15 * 4/12 * Ws * (Lfr/2 + 8) 0.019 INA2 TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) USE: 2 - #5 As =.62 INA2 REQUIRED LENGTH OF FOOTING (Lfr) 2.30 FT USE: FOOTING LENGTH (Lf) 2.33 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.537 KSF BENDING MOMENT IN FOOTING (M) 0.91 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 21.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 1.4 KIP FT REINFORCING STEEL RATIO (p) 0.000022 <. pmin USE: REINFORCING STEEL RATIO (p') 0.000029 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.019 INA2 USE: 2 - #5 As =.62 INA2 CORNER ENDWALL COLUMN 2'- 6" WIDE x V- 8" THICK x 2'- 4" LONG FOOTING LINE (3) AT (A): W/ 2 - #5 CONT AT BOTT. & 4" SLAB OVER 0 a DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 ' Phone (530) 833-5423 �1'�I_U�TcJYLE� HAIRPIN TIES AT RIGID FRAME LINE 2 Page: 26 Job No: 16024 Date: June 2016 35 New Foster Place DESIGN DATA: MAX HORIZONTAL THRUST TO ANCHOR BOLTS (Fh) LC (1) 4.27 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #5 AREA OF REINFORCING (Ab) 0.6 IN^2 CONCRETE STRENGTH ft) 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') 4.27 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) . 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) 4.1 KSI. OK 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) P 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 ' TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 12.2.2: 1 Id = fy * alpha * beta * lamda * db / (25* (fc)^0.5) 27.39 IN Id = fy * alpha * beta * lamda * db / (20* (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (50 * (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (40 * (fc)^0.5) CHECK MINIMUM Id PER ACI 12.2.3: -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 12.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 27.39 IN HAIRPIN TIES 1 - #5 HAIRPIN TIE W/ 4'- 9" MIN. LEGS 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE 1". MINIMUM CONCRETE COVER AT SLAB r • I DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 �%Z1SG7-cJa'1.� �ftQ-�� RIGID FRAME ANCHOR BOLTS Page: 27 Job No: 16024 Date: June 2016 35 New Foster Place ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION AT LINE (2) AT (C) LOAD CASE (11) 2013 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE & ACI 318-11 APPENDIX D SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 8.67 KIPS DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) 3.92 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 14.45 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 6.53 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) = Tw' = 14.45 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 6.53 KIPS NOMINAL BOLT TENSILE= (phi*Nn) = (phi*Nsa) = 96.70 KIPS >Nua OK NOMINAL CONCRETE TENSILE _ (phi*Nn) = (phi*Ncbg) = 51.05 KIPS >Nua OK NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa) = 54.39 KIPS >Vua OK NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) = 194.52 KIPS >Vua OK D.4.3 COMBINED TENSILE AND SHEAR LOADS 5.7 INTERACTION OF TENSILE AND SHEAR LOADS D.7.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.27 <1.2 OK D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.32 <1.2 OK DESIGNED ANCHORAGE: 4 - 3/4" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & TENSION MINIMUM EDGE DISTANCE = 12" D.4.4, STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.80 ii) SHEAR LOADS 0.75 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.85 0.75 ii) TENSION LOADS 0.85 0.75 D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer Page: 28 P.O. Box 2156 Job No: 16024 15925 Renee Way Date: June 2016 Flournoy, CA 96029 ANdA5ft(9L 9SIGN METHOD) (CONT) w Foster Place 13.5.1.1 (STRENGTH NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN TENSION (Nsa) D.5.1.2 Nsa = n*Ase*luta 120.9 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (futa) 68 KSI luta = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase) 0.442 IN^2 D.5.2 CONCRETE BREAKOUT STRENGTH IN TENSION D.5.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 68.1 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal+s1+1.5*hef)*(ca2+s2+1.5+hef) 1435 IN^2 EFFECTIVE EMBEDMENT DEPTH (hef) 12 IN BOLT SPACING X AXIS (s1) 5 IN BOLT SPACING Y AXIS (s2) 5 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 12 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 40.5 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 1296 IN^2 D.5.2.2 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 (f c) 3000 PSI D.5.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hef) 12.00 IN D.5.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 D.5.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.90 Y AXIS Yed,N = .7+.3*ca1/(1.5*hef) 1.38 X AXIS D.5.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 D.5.2.7 MODIFICATION FACTOR CAST-IN ANCHORS, UNCRACKED (Ycp,N) 1.0 D.5.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION D.5.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS D.5.3.5 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 IN D.5.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 D.6.1 STEEL STRENGTH OF ANCHORS IN SHEAR D.6.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase*futa 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 D.6.2 CONCRETE BREAKOUT STRENGTH IN SHEAR D.6.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yc,V*Vb 259.4 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+s1)*ha 984 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca 1 ^2 648 IN A 2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)^.2*do^.5*fc^.5*cal^1.5 23.9 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*fc^.5*cal^1.5 20.5 KIPS WHICH IS LESS, Vb OR Vb'? VB' IS LESS USE Vb' LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN D.6.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 D.6.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*ca2/(1.5*cal) 1.0 D.6.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 Shape Overall. Width Overall Len • h Floor. Area . it Wall Area . ft: ~ Date: 8/1/2016 , 16416560!-,01 Reaction Report Time: 04:16 PM Peak Height 40 x 60 40/0/0 Page: 2 of 14 Letter of Certification 2867 2408 Contact: Jeff Hayes Project: Steve Sicke 40 x 60 .- 1.000:12 Name: MODERN BUILDING INC. Builder PO #: Modem lob # 16047 Wind LoadSnow Address; 3083 Southgate Lane Jobsite: 35 New Foster Place " Wind Speed: Vult:. 110,00 ('Vasd: 85.21) mph City, State: Chico,, California 95928 City, State: Chico, California 95928 Country: United States County, Country: Butte, United, States The'Envelope Procedure is Used This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. . All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Wind Exposure: C - Kz: 0:849 - nve-rnll Ruildino Dpterintinn Mapped MCE Acceleration: Sl : 27.20 %g Parts Wind Exposure Factor: 0.849 Shape Overall. Width Overall Len • h Floor. Area . it Wall Area . ft: Roof Area . ft. Max. Eave. Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height 40 x 60 40/0/0 60/0/0 2400 2867 2408 14/0/0 14/0/0 .- 1.000:12 1.000:12 15/8/0 Loads end Codes- Shape: 40 x 60" City: : Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code (CAI 3) Structural:. IOAISC - ASD Rainfall: Ii 4.00 inches per hour. Based on Building Code: 2012 International Building Code Cold Form:. 12AISI -ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: R (Standard Occupancy Stricture) Dead and Collateral Loads Roof Live Load Collateral Gravity: 1.00 psf Roof Covering .+ Second. Dead Load: 2.00 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind LoadSnow Load Seismic Load Wind Speed: Vult:. 110,00 ('Vasd: 85.21) mph Ground Snow Load: pg; 0.00 psf . ' Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure is Used Flat Roof Snow,: pf. 0.00 psf Mapped MCE Acceleration: Ss: 61.40 °/ag Wind Exposure: C - Kz: 0:849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: Sl : 27.20 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiff soil (D) . Wind Enclosure: Enclosed Exposure Factor: 1 Fully Exposed - Ce: 0.90 Seismic Importance: Ie: 1.000 Topographic Factor:"Kzt: 1.0000 Snow Importance: Is: 1.000 :: Design Acceleration Parameter..Sds: 0.5357 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Sill: 0.3366 NOT Windbome Debris Region " Ground / Roof Conversion: 0.70 Seismic Design Category- D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 8/0/0 % Snow Used in Seismic: 0.00 Parts /. PortionsZone, "Strip Width: a: 4/0/0 , Diaphragm Condition; Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters_ OrdinarySteel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1531 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames . Redundancy Factor: Rho: 1.30 " Fundamental Period: Tai 0.1448 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 rp+k r Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1648 x W File: Sicke 40 x 60 Version: 2016.1c Varco Pruden Buildings is a division. of BlueScope Buildings North America, Inc. Date: 8/1%2016 16-016560701' Reaction Report Time: 04:16-PM . Page: 3 of 14 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of B1ueScwpe' Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North'America, Inc. design practices which have been established based upon pertinent procedures erid recommendations of the Standards listed in the Building Code or later editions: This certification DOES NOT apply to the design of the foundation or other on-site structures or components. not supplied by Varco Pruden Buildings, a division of BlucScope Buildings North America, Inc.; nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is , based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings, a division of BlueScope Buildings North: America, Inc: DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. ' ' The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. o Q�OFESS/O Pip A. 41,9�'9� r 1 `U� C64705 Z * 08/02/2016 CIV f RICHARD MADDOX 8/02/2016 Date: Engineer's Seal: Engineer in responsible charge File; Sicke 4.0 z 60. _ Version: 2016.1c Varco PrudenBuildings is a division'of BlueScope Buildings North America,Inc.- Date: 8/1/2016 " 16-016560-01 Reaction Report Time: 04:16 PM Page: 4 of 14 . Reactions - Summary. Report w/Controlling Load Comb Shape: 40 x 60 Builder Contact: Jeff Hayes Project: Steve Sicke 40 x 60 Name: MODERN BUILDING INC. Builder PO #: Modern Job #16047 Address: 3083 Southgate Lane Jobsite: 35 New Foster Place City, State Zip: Chico, California 95928 City, State Zip: Chico, California 95928 Country: United States County, Country: Butte, United States Loadsand Codes -Shape: 40 x 60 City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code (CAI 3) Structural: l0AISC - ASD . Rainfall: I: 4.00 inches per hour Based on Building,Code: 2012 International Building Code ' Cold Form: 12AISI = ASD fci 3000.00 psi Concrete . Building Risk/Occupancy Category: H (Standard Occupancy Structure) Dead and Collateral LoadsRoof Live Load Collateral Gravity: 1.00 psf Roof Covering+. Second. Dead Load: 2.00 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50.psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00. psf ' Lateral Force Resisting Systems using Equivalent Force Procedure The Envelope Procedure: is Used Flat Roof Snow: pf: 0.00 psf_ Mapped MCE Acceleration: Ss: 61.40.%g Wind Exposure: C - Kz: 0.849 . Design Snow (Sloped): ps: 0.00 psf 'Mapped MCE Acceleration: S1: 27.20 %g Parts Wind Exposure Factor: 0.849. Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Exposure Factori 1 Fully Exposed - Ce:,0.90 Seismic Importance: le: 1.000 Topographic Factor Kit: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5357 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Shc : 0.3366 NOT Windborne Debris Region.: Ground / Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 8/0/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/0/0 .Transverse Direction Parameters. Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 R -Factor: 3.50 :. Oyerstrengih Factor: Omega: 2.50 . Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1531 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Tai 0.1448 R -Factor: 3.25 OverWength Factor: Omega: 2.00 Deflection Amplification Factor. Cd: 3.25 Base Shear: V: 0.1648 x W -.:r-file: Sicke 40 x 60. Version: 2016.1c Varco Pruden Buildings is a division. of:BlueScope Buildings North America, Inc. Shape OverallOverall Floor Area Wall Area Roof Area, Max. Eave Min. Eave Max. Roof Mia Roof Peak Width Len . ft: . ft. . ft. ' Hei t Height 2 e Pitch Pitch Height 40 x 60 _ 40/0/0 ' . 60/0/0 2400 2867 2408 14/0/0 14/0/0: 1.000:12 1 1.000:12 1 15/8!0 Overall Shane Description Date: 8/1/2016 16-016560-01 Reaction Re p*- Time: 04:16 PM Page: 7 of 14 -Values shown are resisting forces of the foundation. Base Connection Design is Based on,3000.00 (psi) Concrete.. Reactions : Unfactored Load Type at Frame Cross Section: 1 ".. Type " Exterior Column X -Loc 0/0/0 Gridl -Giid2 1-C Base Plate W z L (in.) . 8 X 1 1 Base Plate Thickness'(in.) 0.37$ Anchor Rod Qty/Diam. (in:) 4 - 0:750 Column Base Elev. 100'-0" Interior Column .. Exterior Column 20/0/0.. 40/0%0 1-B 1-A 8 X 11 8 X 1 1 0.375. 6.375 4-0.750 4 -:0.750 100'-0" 100'-0" Load T Load Description:. - Desc. Hx Vy Hx Hz Vy Hx V D Material Dead Weight,.. Frm - 0:44 . Mom cw - 1.08,.. 0:44 CG .' Collateral Load for Gravity Cases Frm -, 0.13 (Hx) - 0.37 0.13 L> Live -Notional Right Frm 2.28 (Vy) Case 6.61 - 2.28 <L' Live - Notional, Left Frm2:28 - 6.61... 2.28 ASL^ Alternate Span Live Load, Shifted Right Frm - -0.33 3.30 - 2:61 - ^ASL Alternate Span Live Load, Shifted Left Finn 2.61 0/010 1.-C 3.30 -0.33 W l> Wind Load, Case 1, Right Fim 70.72 -3:06 3.07 -0.82 .-1.21 4.70 - <W1 Wind Load, Case 1, Left Frm 1.21. =1.70 -. 477. -6.82• 0.12 -3.06 - W2> Wind Load, Case,2, Right Frm" =1;54 -1.97 1:66 6 =4.01' -0.40 -0.61 <W2 Wind Load, Case 2, Left Frm 0.40 -0.61 - - 4:01 1.54 -1.97 - WPL Wind Load; jj Ridge, Left 'Frm 1.46 4.72 0.97' - -0.60: 4.46- WPR' • Wind Load, 11 Ridge, Right Frm 1:46 -3.26 3:18. 3 -0.60 -1.46 =1:12 - MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm - - -0 16 1.62 . 0.16 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frin =1.62 0:16 -0.16.. - - - CU Collateral Load for Wind Cases'. Frm - - - L Roof Live Load Frm - 2.28 - 6.61. • 2.28 E> Seismic Load, Right Frm -0.02 - 0.04 - -0.02 - EG+. Vertical Seismic Effect, Additive, Frm 0.07 - . 0.22.. - 0.07. <E Seismic Load, Lett Frm 0.02 = 0.04 = .-,0.02 - EG- Vertical Seismic Effect, Subtractive Frm - -0:07 -0:22 - • -0.07 - WB1> Wind Brace Reaction, Case 1, Right ' Brc '4.95. 4.56 1.56..- <WB1 Wind Brace Reaction, Case 1;; Left Bic - 1.44 •2.02 4.44 WB2> Wind Brace Reaction, Case 2, Right. Brc_ -1.95 -1.56 - 1.56 - <WB2 Wind Brace Reaction, Case 2, Left Brc 1.44 2.02- - -1.44 WB3> Wind Brace Reaction, Case 3, Right Bre -1:95 =1.57 - 1.57 - :<WB3 Wind Brace Reaction, Case 3; Left Brc. 1.44 2.02 - -1.45 WB4> Wind Brace Reaction, Case 4, Right Brc -1.95 -1.57 1.57 = <WB4. Wind Brace Reaction, Case 4; Left Brc 1.44 2.02, - -1.45 MWB• Minimum Wind Bracing Reaction Brc - - MWB Minimum Wind Bracing Reaction Brc 1.35 1.90 1.36 MWB : Minimum Wind Bracing Reaction Bic - - - - - MWB Minimum Wind Bracing Reaction Brc -1.83 -1.47 •: - - 1.47 EB> .''Seismic Brace Reaction, Right Bic. -0:58 -0.47 0.47 <EB - Seismic BraceReaction, Left Brc 1 1 . 0.44 1 0.66 1 1-0.44 1 1- _Maximum Combined Reactions Summary with Factored Loads - Framing - Note: All reactions are based on 1 st order structural analysis ro riate Load Factors must be applied for deli of foundations: X=Loc Grid . Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift'. Load Vrt Down Load . Mom cw Load Mom ccw Load (-Hx). Case (Hx) Case '(-Hz) Case (Hz). Case (-VY) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k in -k in -k 0/010 1.-C 130 66 0.88 9 - 2.63 40 3.18 4 - - 20/0/0 I -B - 1.20. 48 1:66 6 1.84 5 4.18 61 8.66 1 - - - 40/010 1•-A' 0.88 9 0.97' 12' - 1.69 19 3:18. 3 p Date: 8/1/2016 16-016560-01 Reaction Report Time: 04:16 PM Page: 8 of 14 Maximum Frame Reactions - Factored Load Cases at Frame Cro_ ss.Section: 1 Nnte• All reartinnc are haseA nit 1 ct malar ctnirhiral analvcic ASD Load Combinations - Framing: No.. X -Loc Factor 0/0/0 - Description 20/0/0 System 1.000 40/0/0 + CG + L> 3 . System Gridl -Grid2 1.0 D + 1.0 CG + 1.0 ASL^ l -C 4 I -B 1.000 1.0 D + 1.0 CG + 1.0 ^ASLD I -A 5 System Ld Desai'tion D + CG + W 1> . V . Ha Hz V Hx VCs System 1.000 1.0 D + 1.0 CG + 0.6 WPL a lication factor not shown . 12 k: k k k1 19 System 1.000 0.6D+0.6CU+0.6 WPL +CU+WPL D+CG+V rHx 2.85 - - 8.06 - 2.85-3 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR :+ <WB2 61 D + CG + ASL^0.24 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W114 - - 4.75 - 3.184 IMWB , Wall: 4 D + CG + ^ASL 3.18 - 4.75 - 0.24 - 5 D + CG+ W1> -1.27 1.84 -2.64 -0.73 -0.45 - . 6 D + CG + <W 1 0.73 -0.45 -1.66 -2.64 0.43 -1.27 - 9 D + CG + WPL 0.88 -0.46 - -2.51 -0.88 -1.39 - 12 MW - Wall: 2 - - -0.10 0.97 0.10 - 19 D + CU + WPL 0.88 -0.77 - -3.31 -0.88 -1.69 - - 40 D+CU+WPR+WBI> -0.29 -2.63 -2.38 -0.88 -0.77 48 D + CG + WPR + <WB2 0.88 -0.52 1.20 0.01.. -3.38 : -0.88 -0.46 61 D + CU + WPL +<W]14 0.88 0.10 1.20 0.01 4.18 -0.88 -1.69 1661 MWB - Wall: 4 1 .-1.10 1 -0.88 - 1,0.88 - ASD Load Combinations - Framing: No.. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 3 . System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASLD + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> . .6 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 - 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 12 System 1.000 0.6 MW MW - Wall: 2 19 System 1.000 0.6D+0.6CU+0.6 WPL +CU+WPL 40 System Derived 1.000.6D+0.6CU+0.6.WPR+0.6WBI> +CU+WPR+WBI>. 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR :+ <WB2 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W114 D + CU + WPL + <WB4 66 System Derived 1.000. 0.6 MWB IMWB , Wall: 4 i 16416560-01 Reaction Report Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type r. Date: 8/1/2016 Time: 04:16 PM Page: 10 of 14 X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. k k k g in.k in_k Exterior -Column Exterior Column 0/0/0 40/0/0 2-C 2-A 8 X 13 . 8 X 13 0.375. 0.375 4 - 0:750 4-6.750 100'-0" 100'-0" Hrzleft Load T Load Descri tion:: Desc. Hx Hz V Hx Hz V Load D Material Dead Weight. Frm 0.78 - 1.91 -0.78 - 1.91.. (-Hx) ' CG Collateral Load for Gravity Cases Frm 0.33 - 0.73 -0.33 • Case 0.73 Case L> Live,'=Notional Right Frm 3.18 - 7.02 -3.18 - 7.02 <L Live - Notional Left Frm 3.18 7.02 -3.18 - 7.02 W l> ' Wind Load, Case 1, Right Frm -6.85 - -11.72 0.70 - -7.29 - <W l Wind Load, Case 1, Left Frm -0.70 - -7.29 6.85 - -11.72 19 W2> Wind Load, Case 2; Right Frm -0:29 - -7:01 0.15- 40/0/0 -2.58. 4.29 <W2 Wind Load, Case 2, Leta Frm -0.15 - -2.58 6.29 -7:01 - WPL Wind Load, Q Ridge, Left Frm,-1.71 - - -8.49 1.35 - -10.51 - WPR Wind Load II Ridge, Right Frm -1.35 -10.51 1.71 - -8.49 - MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 1:88 - 1.34 5.06 - -1.34 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm-5.06 - =1.34 -1.88 - 1.34 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 3.18 - 7.02 -3.18 - 7.02 - F? Seismic Load, Right ' Frm -0.59 - -0.41 '-0.519 , EG+ Vertical Seismic Effect, Additive Frm 6.16 - 0.34 -0.16 0:34 <E Seismic Load, Left Frm 0:59 - 0.41 0:59 - -0:41 - EG- Vertical Seismic Effect, Subtractive Frm -0.16 - -0.34 0.16 -0.34 WB 1> Wind Brace Reaction; Case 1, Right Brc 0.04• -2.46 -1.15 -0.04 -2.34 -1:13 <WB1 Wind BracReaction; Case 1, Left e Brc -0.04 - 1.17 0.04. - 1:11 WB2> Wind Brace Reaction; Case 2, Right _ Brc 0.04 -2.46 -1.15 -0.04 -2.33 -1:13 <WB2 Wind Brace Reaction, Case 2, Left Brc -0.04 - 1.17 0.04 - 1.11: WB3> Wind Brace Reaction; Case 3, Right Brc '0.6 -2.33 -1.11 -0.05 -2.46 -1.19 <WB3 Wind Brace Reaction, Case 3, Left Brc' -0.04 1:13 0.04 - 1.17: WB4> : Wind Brace Reaction, Case 4, Right Brc 0.05 -2:33 . -1.11 -0.05 -2.46 -1:19- <WB4 Wind Brace Reaction, Case 4; Left Brc -0.04 - 1.13 0.04 - L I T ' MWB Minimum Wind Bracing Reaction Brc 0.04 -2.37 -1.11 -0.04 -2.37 -1.15 - MWB. Minimum Wind Bracing Reaction Brc - - - - - MWB Minimum Wind Bracing Reaction Brc -0.04 - 1.13 0.04 - 1.13 MWB Minimum Wind Bracing Reaction Brc - - EB> Seismic Brace Reaction, Right Brc 0.02 -1.19 0:56 -0:02 -1.19 70.59 <EB . Seismic Brace Reaction,Left Brc -0.02 6.57 0.02 - 0.57 Maximum Combined Reactions Summary With Factored Loadse- Framing Note: All reactions are based on 1 st order structural analysis. Anvirnnriate, I Aad FA['.1nni mnct he,, annlirA fnr decie n of fhnnftatlnn.q X -Loc Grid. Hrzleft Load Hrz Right Load Hrz In Load Hrz Our_ Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) ' Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) , Case (-Mzz) Case (Mzz), Case File: Sicke 4.0 x 60. 0/0/0 2-C 3.64 13 4:29 1 1.48 '37 - - 5.88 19 9.66 1 - - - 40/0/0 2-A 4.29 1 3.64 14. 1.48 49 5.88 14: - 9.66 1 - - - File: Sicke 4.0 x 60. Version: 2016.1c Varco Pruden Buildings is a division of:BlueScope Buildings North America, Inc. Date: 8/1/2016 16-016560-01 Reaction Report Time: 04:16 PM Page: 11 of 14 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section': 2 Note: All reactions are based on 1 st order structural analysis. . ASD Load Combinations - Framing -No.' X -Loc . Factor'Application 0/0/0 -' 1 40/0/0 1.000 LO D + 1.O CG + .LO L> '+ CG + L> Gridl - Grid2 System' 2-C 0.6 D + 0.6 CU +-0:6 W 1> . D + CU + WV-; 2-A . System 1.000 Ld Description Hx Hz • Vv. Hx Hz V S stem Derived Cs - (application factor not shown): k k k k k . k •• 1 D + CG + L> • 4.29 - 9.66 ' -4.29 9.66 - '13 D+CU+W1> -3.64 -5.88 -0.05 - -3.24 - - 14 D + cu +, <W1 0.05 - -3.22 3.64 -5.88 - - 37 D + CG + WpR + WBl> 0.33 -1.48 x:35 -0.11 -1.40 =3.13 1491. D + CG.i- WPL+ WB3>• 1 0.11 -1.40 .-3.12 -0.33 4.48-1x4.39 1- ASD Load Combinations - Framing -No.' Ori 'n Factor'Application Description ` 1 System 1.000 LO D + 1.O CG + .LO L> '+ CG + L> 13 System' 1.000 0.6 D + 0.6 CU +-0:6 W 1> . D + CU + WV-; 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W l " .+ CU + <W 1 37 'System Derived 1.000 1.0D+1.0CG+0.6WPR+0.6.WB1>.' +CG+WPR+WB1> 49 S stem Derived 1.000 1:0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> X -Loc Grid • ' .. Description 0/0/0 2 C Diagonal bracing at base is attached to column. Reactions ARE included; with frame reactions. 40/0%0 2-A Die onal biacin at base is attached to. column: Reactions ARE included with frame reactions. f X4 Y_ 16=01656041 Reaction Report Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete. Reactions - Unfactored Load Type at Frame Cross Section: 3 Date: 8/1'/2016 Time: 04:16 PM Page: 13 of 14 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Interior Column. Exterior Column 0/0/0 20/0/0 40/0/0 3-C 3-B 3-A 8,X 11 8 X 11 8 X 11 0.375. 0.375 6.375 4 - 0.750 , 4-0.750 4-0.750 160,-0" 100'-0" 100'-0" Load Type Load Description'. • Dese: Hz Hz .. V .. Hx Hz Vy Hx Hz V D Material Dead Weight Frm - - 0.44 - - 1.07 0.44 - CG Collateral. Load for Gravity Cases Frm Case - 0.12 - 0.36 0.12 L> Live - Notional Right Frm (-Mm) - 2.25 - - 6.49 - 2.25 zL Live - Notional Left Frm - 2.25 - - 6.49 - 2:25 ASL^ Alternate Span Live Load, Shifted Right Frm (in -k - -0.32 - 3.25 - - 2.57 ^ASL Alternate Span Live Load, Shifted Left Frm - . - 2.57 - - 3.25 432 - Wi> Wind Load, Case 1, Right Fin -0.71 -3.01 - 3.07 -6.71 -1.19 -1:67 - <W l Wind Load, Case 1, Left Frm 1.19 1:66 -1.67 - -2.77 -6.71 0.71 - -3.01 - W2> Wind Load, Case 2, Right Frm -1.5.1 - -1.94 - - =3.94 -0.39• -0.60 <W2 Wind Load, Case 2, Left Fen 0.39 - -0.60 - .1.48 -3.94 1:51 - 4.94 WPL . Wind Load; II Ridge, Left Frm 1.44 - -1:69 - x.49 -1.44 -3.20 - WPR Wind Load; Q Ridge' Right Frm 1.44 - -3.26 - - 449 -1.44 - -1.69 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm - - - 416 1.60 0.16 MW . Minimum Wind Load Frm - - - MW Minimum Wind Load ' Frin. 0.60 - 0.16 - -0.16' - - - CU Collateral Load for Wind Cases Frm- L : Roof Live Load Frm - 2.25 - 6.49 2.25 F> Seismic Load, Right Frm . -0.02 - : 0.05 -402 _ _ EG+ Vertical Seismic Effect, Additive Frm - - 6.07 - 0.21 - 0.07 - <E Seismic Load, Left Frm 6.02 - - -0.05 0.02 - EG- Vertical Seismic Effect; Subtractive Frm - - -0.07 - - -0.21 407 - WBl> Wind Brace Reaction, Case 1, Right Brc 2.05 - -0.36 1.49. 1:15 .<W61 Wind Wind Brace Reaction, Case 1, Left Bic 0.07 2.46 0.28 _-2.02 4.45 - 2.34 -1.10 - WB2> Wind Brace Reaction, Case 2, Right Brc 2.05 - 436 - - 1.49 1.14 <WB2 Wind Brace Reaction, Case 2, Left Brc 0.07 2.46 0.28 -2.62 -1.45 - 2.33 -1:10 WB3> Wind Brace Reaction, Case 3, Right Brc 2.05 - .-0.40 - 1.49 1.21 - <WB3 Wind Brace Reaction, Case 3, Left Brc 0.07 2.33 0.32- -2.02 - 71.46 - 2.46 -1.16 - WB4> Wind Brace Reaction, Case 4, Right Brc 2.05 -0.40 = 1.49 - 1.21 - <WB4 Wind Brace Reaction, Case 4; Left Brc 0.07 2.33 .0.32 -2.02 - -1.46 2.46 -1.16 MWB Minimum Wind Bracing Reaction Bre - - 1.16 - -0:07 - 1.16 MWB Minimum Wind Bracing Reaction Brc - 1.35. :-i.90 -1.36 - MWB Minimum Wind Bracing Reaction Brc: 0.07 2.37 -1:12 - 2.37 -1.13 MWB Minimum Wind Bracing Reaction Brc :1.93 -1.47. - 1.47 - - EB> Seismic Brace Reaction; Right Brc 0:61 - 0.12 - - 0.44 - 0.59 <EB Seismic Brace Reaction, Left Brc 1 0.03 1.19 -0.14 -0.60 =0.44 1.19 -0.57 - Maximum Combined Reactions Summary with Factored Loads - Framing .Note: All reactions are based on 1 si order structural analysis.. ro nate Load Factors must be a lied for design of foundations. X -Loc Grid Hrz left ILo,ad Hrz Right Load Hrz In Load Hrz Out. Load Uplift Load VrtDown Load •Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case . (Hz) Casc (-Vy) Case (Vy) Case (-Mm) Case (Mzz) Case k k k k) (k) (in -k (in -k) 0/0/0 3-C 0.96 14 2.09 51• - - 1.48 42 1.87. 46 3.13 4 - - 20/0/0 3-B 1.20 42 - - 1:66 6 1.84 5 4.13 55 7.93 1 - - - 40/0/0 3-A 0.86 9 0.96 12. .1.48 54 2.36 55 3.13 3 - ASD. Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000, 1.0 D + 1.0 CG + 1.0 h Date: 8/1/2016 3 System 16-016560-01 Reaction Repod Time: 04:16 PM + CG + ASL^ d2 � Page: 14 of 14 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 5' System . 3-B Note: All reactions are based on 1 st order structural analysis.. 3-A 1.000 Ld X -Loc . 0/0/0 20/0/0 - 40/0/0 V Hx Grid - Gri V Hx Hz V " Cs (application factor not shown k k ASD. Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000, 1.0 D + 1.0 CG + 1.0 h + CG + L> 3 System 1.000 1.0 D + 1.0 CG + 1:0 ASL^ + CG + ASL^ d2 � 3-C CG + ^ASL 5' System . 3-B 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 3-A 1.000 Ld - Desai tion Hx Hz V Hx Hz V Hx Hz V " Cs (application factor not shown k k k k k .46 System Derived 1.000 k +CU+WPR+WB25 1 D + CG+ L> 1.0 D + 1.0 CG + 0.6 WPL +. 0.6 WB3> CG + WPL + WB3> 2:81 1.000 - 7.93 - 1.000 2.81 - 3 D+CG+ASL^ - 0.24 - 4.68 - - 3.13 4 D + CG + ^ASL - 3.13 - - 4.68 0.24 5 D + CG + W I> -0.42 - -1.24 - 1.84 -2.59 -0.72 - -0.44 6 D + CG + <W l . ' 0.72 -0.44 - -1.66 -2.59 0.42 - -1.24 - 9 D + CG + WPL 0.86 - -0.45 - - -2.46 -0.86 - -1.36- - 12 MW - Wall: 2 - -. - 410 0.96 - 0.10 14 MW -Wall: 4 -0.96 - 0.10 - - 410 - 42 D + CG + WPR + <Wg 1 0.90 1.48 -1.20 -1.20 -0.01 -3.33 -0.86 1.40 -1.11 - 46 D + CU + WPR + WB2> 2.09 - -1.87 - -2.36 .-0.96 - -0.07 - 51 D + CG + WPL + WB3> 2.09 -0.69 - - -1.57 -0.86 - -0.64 54 D + CG + WPL + <WB3 0.90 1.40 -0.26 -1.20 -0.01 -3.34 -0.86 1.48 =2.06 55 D + CU + WPL + <WB3 0.90 1.40 -0.56 -1.20 -0.01 413 -0.86 1.48 -2:36 ASD. Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000, 1.0 D + 1.0 CG + 1.0 h + CG + L> 3 System 1.000 1.0 D + 1.0 CG + 1:0 ASL^ + CG + ASL^ 4 System 1.006 1.0 D + 1.0 CG + 1.0 ^ASL+ CG + ^ASL 5' System . 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 12 System 1.060 0.6 MW MW - Wall: 2 14 System 1.000 0.6 MW MW - Wall: 4 42 System Derived. 1.600 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR :+ <WB 1 .46 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB2> +CU+WPR+WB25 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL +. 0.6 WB3> CG + WPL + WB3> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 CG + WPL + <WB3 FCU+WPL+<WB3 55 System Derived 1.000 0.613 + 0.6 CU + 0.6 WPL + 0.6 <WB3 Bracing. X -Loc Grid Description 0/0/0 3 C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 20/010 3-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 40/0/0 3-A Diagonal bracing at base is attached to column: Reactions ARE included with frame reactions. Codes and.Loads :. REOUIREMENTS SPECIFIED BY VP. ; THE VP ENGINEERS SEAL DOES NOT APPLY T. O THE PERFORMANCE OR DESIGN OF E PRODUCT OR COMPONENT ANY OTHER ENi FURNISH D BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. WHEN MULTIPLE BUILDINGS ARE INVOLVED; SPECIFIC.LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, THE -GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE IS GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION.GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; INCLUDING THE CORRECT USE OF TEMPORARY BRACING.. .. :. HEIGHTS, FRAMING SYSTEMS:, ROOF SLOPES, -ETC. -,.MAY RESULT IN DIFFERENT LOAD APPLICATION, FACTORS THAN - 8/q 0106.0 LO0"TON duco, California INDICATED BELOW. SEE CALCULATIONS,FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. 9ULDERBFa MOde ' - - NTS mJob#16047 vFcvE�uc 2016,1c COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT,SUBJECT TO EXTERNAL WIND LOADS. . .. .. - .. - .. - .- .. • FLE. 1M: Si .- edMs1onc1Bkm" 8J19ip6 N.MA tlo,ft.' . City: Chico County: Butte State: California. Country: United States Building Code Building Code: 2013 California Building Standards Code (CA13) Structural: 10AI'SC - ASD Rainfall: I: 4.00 inches per hour Based on Building Code-.' 2012 International Building Code Cold Form: 12AISI - ASD f'c: 3000.00 psi'Concrete Building-Risk/Occupancy Category": II (Standard Occupancy. Structure) _y ; Dead and Collateral Loads Material Dead Weight Roof•Live Load Collateral Grivity:1.00 psf Roof Covering + Second. Dead Load: 2.00•psf Roof, Live Load: 20.00 psf Reducible Collateral Uplift: 0.00,psf Frame Weight (assumed for seismic):2.50 psf Wind Load"" Snow Load Seismic Load. Wind Speed: Vult: 130.00 (Vasd: 85.21) mph / Ground'Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force'Procedure The 'Envelope Procedure' is Used Flat"Roof Snow: pf:.0.00 psf Mapped MCE Acceleration: Ss:" 61.40 8q Wind Exposure: C - Kz: 0.899 .Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: Sl: 27:20 8g Parts"Wind Exposure -Factor: 0.849 Rain Surcharge: 0.00 Site:Class: Stiff soil (D) .Wind Enclosure: Enclosed Exposure Factor: l.Fully Exposed - Ce: 0:90 Seismic Importance: Ie: 1.000 Topographic Factor: Kit: 1.0000 Snow Importance:Is: 1.000. Design Acceleration Parameter:.Sds: 0:5357 Thermal: Factor: .Un heated ="Ct:"1._20 - Design"Acceleration Parameter: Shc": .0. 3366 . NOT Windborne Debris Region" Ground,/ Roof Conversions 0:70 Seismic Desgn•Category: D Base Elevation:. 0/0/0 :._ Unobstructed,- Slippery - - Seismic:Snow Load: 0.00 psf.. Primary Zone Strip Width: 26: 8/0/0 % Snow Used .in Seismic: 0.00 Parts / Portions Zone Strip -Width: a: 9/0/0 " Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psfFundamental'Period Height Used: 19/0/0 ' Transverse Direction Parameters. " Ordinary Steel Moment Frames Redundancy. Factor: Rho. 1.30. I .. Fundamental.Period: Ta: 0.2312 40 x 60 I ' R Factor: 3.50 " Roofc'B I, Ove=strength Factor: Omega: 2.50 40 x 60 I . Deflection Amplification Factor: Cd 3.00 Roof: A , • Base Shea V.• 0 1=531 x W' "- • Longitudinal Direction Parameters • Ordinary Steel Concentric Braced"Frames I .. :.\ •Redundancy Factor: Rho. 130 I • •" Fundamental Period: Ta: '0.1948 " :• :, - I' R Factor: 3.25 I. �.� •Overstrength Factor: Omega:.2 00 .I. Deflection Amplification Factor:"Cd: 3.25 Base".Shear: V• 0.3648 x.W I I" SS/Citi PROF " 664705 • �c :., o08/10/2016 Q FOR. CONSTRUCTION . THE VP ENGINEER'S SEAL APPLIES, ONLY TO THE. WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDBI VP Buildbigs Merriphls TN ' .. . CODES AND LOADS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Clyde 36125 ^t :. REOUIREMENTS SPECIFIED BY VP. ; THE VP ENGINEERS SEAL DOES NOT APPLY T. O THE PERFORMANCE OR DESIGN OF E PRODUCT OR COMPONENT ANY OTHER ENi FURNISH D BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DescBrrnu BULDER MODERN BUILDING INC. . , VP BUILDINGS 16 -0 -1 THE -GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE IS GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION.GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; INCLUDING THE CORRECT USE OF TEMPORARY BRACING.. .. :. CUSTOMERSteVe .. Sidce 8/q 0106.0 LO0"TON duco, California FwiECT Steve Sidra 40 x 60 Dnnma�a JAHP :. 9ULDERBFa MOde ' - - NTS mJob#16047 vFcvE�uc 2016,1c FEZ . .. .. - .. - .. - .- .. • FLE. 1M: Si .- edMs1onc1Bkm" 8J19ip6 N.MA tlo,ft.' . BUILDER/CONTRACTOR RESPONSIBILITIES VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. VP Buildings standard product specifications, design, fabrication, quality criteria shall govern all work unless stipulated otherwise in the corttrad dowment& In ease of discrepancies between VP Buildings structure! plans and plans for other trades, VP Buildings structural plans shall govern. It rs the resporaibility of the Builder to obtain approvals and permits from all governing agencies and jurisdictions as required. Approval of VP Buildings drawings okxhstihnes the buldam acceptance of VP interpretation of the oadrad purdose order. Unless specific design criteria concerning interface design and details are furnished as part of the contrad, VP Buildings design assumptions "I govern. VP engineers are riot Project Engineers or Engineer of Record for the overall pnojed. VP engineering supply seated engineering design data and drawings for VP supplied materai as part of the overall project for use by others to obtain permits. approvals, and coordinate with other trades. The bolder or A/E firm are responsible for the overall project coordination, including 000rdination with appropriate inspection and testing agencies. All interface and/or compatibility of any materials not furnished isthed by VP are to be considered and coordinated by the builder or AIE firm CONSTRUCTION & ERECTION RESPONSIBILITY The Builder is responsible for construction in strict accordance with VP Buildings gOR CONSTRUCTION' drawings and all applicable product installation guides.- VP is not responsible (or work done from any other VP drawings that are not marked'FOR CONSTRUCTION'. nor any drawings prepared by others. As eroded field assemblies of members shall be as specified in MBMA Code of Stardaid Practice (n Canada - CSA S16),'which require U5W tolerance of installed members. Occasional field work including shimming, cutting, coping, and drilling for finial fitrup are considered part of erection. Specified field work and field welding conditions; indicated on these drawings shall also be included in the erectors scope of work; See Erection Guide for shimming procedure. For bolding with top riding bridge cranes see Crane Data drawing for column plumb tolerance. The Widing erecta shall be property licensed and experienced in erecting metal building systems. The Builder is responsible for having luvoiledge of, end shall comply with, all OSHA requirements and all other governing site safety criteria. The builder is responsible for designing, supplying.- locating upplying.locating and installing temporary supports and b radrg curing erection of the building. VP bracing is designed for code required loads after building completion and shall not be considered as adequate erection bracing. See Erection Guide. EXISTING STRUCTURES VP must be advised of any epsting structure that is within 20 R of VPs building. Loadings of both buildings may be affected when adjacent buildings are within this distance. VP cannot be responsible for the design or loading of eAsting buildings. BRACING Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be taken while tightening braos rods so as not to car >se accidental or misaligrhrmhent of co ponerris. All rods must be installed loose and than tightened. Rods should not eii ibit excessive sag. For tang or heavy rods, or angles it may be necessary to support the rods at mbd-bayby si rhfirg them from seoordary members. Bracing for seismic or wind loading of objects or eclOpmerd that are riot a part of the VP structure must be designed by a qualified professional to deliver lateral loads to primary frames and rod bracing stnn& Equip rnard bracing and suspension connections must rat impose torsion or mina aids loads, or cause local distortion in any VP components: VP accepts no responsibility for design or installation of bracing systems not furnished by VP. FIELD WELDING All field welding shall be done at the direction of a design professional, and done in accordance with governing requirements (AWS in USA, CWB in Canada) by welders qualified to perform the welding as directed by the applicable welding procedure specification (WPS). A WPS shall be prepared by the contractor for each welding variation specified. The contractor is responsible for any special welding inspection as required by tocol jurisdiction. Filler metal shall be 70 ksi (480 MPa) tensile strength. For welds in high seismic force resisting system (Seismic Cat D,.E or F), minimum Charpy V -Notch toughness shall meet AJSC-341 criteria (20 ftlbs min @ ODeg F). Interpass temperatures shall not exceed 550Deg F (3000eg C). DELIVERIES it is the responsibility of the builder to have adequate equipment available at the job site to unload trucks in a safe and timely manner. The Builder will be responsible for all retention charges from cambers as a result of job site unloading delays. : iY�IUX The Builder is responsible for furnishing signs as regWred by Code and the Building Department, including but not limited to, coolie, occupancy limits, floor loading limits, and bulk storage limits. Floor loading signs shall dearly indicate maudmum floor live Iced permitted. Bulk storage facilities shall have signs dearly posted on all loaded walls incricatirg the type of commodity stored and the macdmum storage height. Signs shall be dearly visible when building is fully loaded to design level. Overloading of floors or walls may result in failure. Claims for damage or shorts MUST be rioted on the Billofd.ading or delivery receipt and filed against the carrier by the consignee as per VPs Terms of Sales (F.O.B. Plant) under the Uniform Commercial Code. it is critical that damages or shorts be rioted on the Billofa.ading or you have little recourse with the carrier. lavrhediately upon delivery of material, material quantities are verified by the Builder against quantities billed on the shipping document. Neither the Manufacturer nor the carrier is responsible for material shortages against quantities billed an the shipping document if such shortages are not noted on the shipping documents upon delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, boxes, or sates, shortages must be reported immediately upon urpaddrg. Should products gm wet, bundled and crated materials must be unpacked and unbundled immediately to provide drainage of trapped moisture. See Erection Guide for proper job site damp procedure. SEALANTS Sealants shall be applied in strict accordance with VP details or weather tightness will be oompromisad. Sealant must be applied in temperature and weather conditions consistent with labeling. INDEPENDENT MEZZANINES Independent memnlnes rrust be designed by a professional engineer. The engineer must ensure that proper isolation from the VP building has been provided to avoid structural damage due to differeftal m ovemerds, or inadvertently apply loads to the VP structure. VP accepts no responsibility for the design of the independent mez art ne. FIRE CODE COMPLIANCE it is the responsibility of the project design professional and builder to comply with local fire code regulations including consideration of, but rat limited to, building use and occupancy, all building oDnstnuction materials, separation requirements, egress requiraments, fire protection systems, etc Builder shall advise VP of any special requirements to be furnished by VP. HELD MODIFICATIONS Moditations to this building from details and instructions contained an thhese drawings must be approved in writing by VP Buildings engineers, or other licensed sbuckual engineer. This includes, but is rat limited to. removal of roof or wall deciding, removing or moving arty flange braces or rod braces, tinting of openings for doors, windows or RTUs, correction of fabrication errors, eta The owner shall not impose loads to this structure beyond what is specified for this building in the oontrat documents. VP Buildings acoepts no resporhsibility for the co sequences of arty unauthorized additions, afleratiors, or added loads to tins structure. If the builder Intends to invoice VP Buildings for modifications in excess of $1000. The builder . must notify VP Buildings immediately, and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation within 30 days of the brllding completion. Maims submitted without work authorization, or after 30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate amount of reanring, drilling, dapping /tinting and minor welding are considered by Code of Standard Practice to be part of erection are not subject to claim reimbursement. CONCRETEIMASONRY/CONVENTIONAL STUD WALLS The engineer responsible for the design of the wall system is responsible for coordinating with, or cpepfying to VP BWIdings, any wall to steel compatibility issues such as drift and deflection compatibility, special base details, ant wall to VP steel connections. All fasteners, sealant and canter flashing of wall systems are to be provided by contractor. The engineer responsible for the well shall design the anchorage to VP supporting elarra is consistent with Code required fomes. PANELS Oil canning is an inherent characteristic of cold formed steel panel& It is the result of several factors Viat Include induced stresses in the raw material delivered to VP. fabrication methods, installation procedures, and post installation thermal force& Thru fastened panels will exhibit some dimpling when installed, especially when insulation is installed between panels and secondary supports. Dimpling can be minimised by careful installation, taking care not to over drive fasteners. Roof rumble is a phenomenon that is caused by wird gusts lifting up an the roof panels and then springing badk into place. All panels experience this action to some degree, especially with concealed dip Standing Seam panels Roof rumble noise may be rrinimined by providing a layer of blanket insulation between the panels and any hard support surface such as steel secondary members, substrates such as plywood, steel decking, or rigid board insulation. A minimum of 3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates. GI canning, dimpling, and roof rumble do not affect the structural integrity, or weather tightness of the panels and is riot grounds for rejection of panels. The Standing Seam joint detail is designed with an interlocking feature for ease of irmdallation. However, it is imperative that installed Standing Seam panels be sealed to One secondary structural members and properly seamed prior to departure from the job site each day. TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURAi GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. SKYLIGHTS Local building departments may require added fall restraint due to conditions that may aged the skylight structure! integrity. It is the responsibility of the Wider to determine and provide any added fail restraint under the skylight as may be required by your building department RAIN WATER RUNOFF Drainage systems must be designed by the project professional to comply with code requirements. VP is not responsible fo drainage designs, overflow sappers, down piping, eta The project professional and contractor are resporsible to ensure thal primary drains and overflow devices such as sappers and awdliary drains are provided as required for the required rain intensity at the building perimeter and at valley conditions to prevent ponding. STEEL SHOP COAT The purpose of VPs shop coat is to provide protection for the steel members "during transportation, during temporary job site storage and during erediorh. Standard shop formulation Is not designed to perform as a frdshh coat when exposed to environmental conditions. Members shall be kept free of the ground and property drained during job site storage. It is the Builder's responsibility to ensure that ii a finish coat is being applied over VP shop coat that the painting contractor verifies compatibility between his finish coat and VPs shop coat. VP BUILDINGS ACCREDITATiONS AND APPROVALS Fabricator Approvals UIS AC472 Approvals: (www.iasodine.orgfttaf_Bu61c ing_SystenslMB.hbN) Limed under BlueScope Buildings North America, Inc. City of Los Angeles, CA #FB00031; City of Houston, TX 767 & 429; City of Phoenix AZ C19-02008; hark County, NV 43 & 833. San Bernardino Canty, CA 289 State of Utah, City of Richmond, CA Design Approvals IAS AC472 Approvals: (www.iasordine.org/Metal_AW[ding_SystemsfMB.htn-1) Listed under Varoo Pruden Buildings, a Division of BhreSeope Buildings Nath America, Inca Canadian CSA A660 Certficatiors ":/erg.cwbgroW org/Certif-b—Pagevr-tfiedCarrcpanySearrh.aspx) Listed under BlueScope Buildings North America, Inc. Engineering Certifications of Authorization rization USA-AR#576; FUR90427; ID#C-2470; IL#184-002649; KS#E-29; MS#E-0592; MO#E-2010007736; NCOF-0998; OK#CA4170PE; SD#C-1787; TX#F4828; WV#003059-00; CAN-AB#P08900, NS#30123; ON#100148796; and YTNPPI34 IOC Evaluation Reports (www.iooe&arg) SSR Roof System.- #ESR -2527 State of Florida Product Approvals (www.floridabuildirg.org) Approved Products Listed Under VP Buildings, Inc VP TeoQureaad - See Trarsamerican Stnuduroe, Inc. Dade Co. Product Approval (www.mia nidade.gov/buldirgcode) Approved Products Listed Under Varco Pruden Buildings, Inc. VP TeidureGad - See Trarsarnenican Stnrct uroc, Inc. Urderwrtiter's Laboratory Approvals (Available only when specified in contract) SSR Roof-UL#TG0(-113; SSR Composite Roof pass 901jL#TGKX-113A; SSR Roof, wjSuper Block Class 90-UL#TGKX-328; Panel tib Roof UL Class 601R#TGKX-60; Panel Rib Roof UL Class 9D-UL#TGKX-64; VP SIR II Roof Class 901A #TGKX-9o, -180, -435, 435q -176,-238,-238A, -2388 Factory Mutual Approved Assemblies (Available only when specified in contract) SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. 24 Ga SSR (0.022r Nominal), is available in Gass 1-60,1-75. 1-90. 2213a SSR (0:027T Narinal), is available in Class 1-75,1-90-,1-120. SLR 11 Roof Systems are approved in various type applications. and listed in FM Approval Guide. 24 Ga SLR II (0.0227' Nominal), is available in pass 1-75 and 1-120. Q'ikpFESS/0 A Mq p` U� fn ir C64705 y- 3 U3 FOR CONSTRUCTION BIVP Buildings 3200 Players Club Clide Memphis TN 38125 ERECTION NOTES rEv DATE eV DESCRIPTION - - EULDER MODERN BUILDING INC. CUSTDkERSteVe Sidke kocnTION Chico, California PROJECT Steve Sicke 40x60 NTS B1 LD R" °C0 Modem Job #16047 8/1/2016 16:33:54. FLENALE: Sicke 40 x 6 I08/Q10/2016 4 IV 'OF 16-016560.01 DATE V�8/1/2016 DRAwTYueuc JAHP 'VPCVEREIOkt 2016.1c `A0E3 - 'e ElMabntl8leSrcpe E./19,gs Nu/. M.,rha.Ic. 29'-0" 29'-6" 60' 0" . pFES �ql Bi :. sL" �OP�p A.:M ANCHOR ROD. PLAN ,�� G64705 XGA Z c� W �i 08/10/2016 Q CIV 4TF .2 1'-0". OF 0 Dimension Key FOR CONSTRUCTION - Noted Otherwise Finished Flom Elevation = &O'EM <*> THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED_' THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND Itik VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP ulldIngs ANCHOR ROD PLAN BAYS.. COLUMN BASE REACTIONS; BASE PLATES AND ANCHOR RODS ARE . DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Circle Memphis TN 36126 AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED REOUIREMENTS SPECIFIED BY VP.. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP _ WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER_ VP ENGINEER S SEAL DOES NOT APPLY INENERAL aev wlE er DescavroK �" MODERN BUILDING INC. B4�T 1 1. -- .. ..... TO THE PERFORMANCE OR DESIGN OF THE CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE RSts .. .$ICI(e DAIS 165G0.0 ANY OTHER PRODUCT OR COMPONENT_ GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THISLoulnnoD CtdFURNISHED Celifomia VP BUILDINGS 81112016 - BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS DPAWMCNECK - :. :. DESIGN OR PERFORMANCE .. .' . ERECTION GUIDES, AND INDUSTRYSTANDARDS PERTAINING TO PROPER ERECTION; 'Steve Sicke 40 x60 JAI P r REQUIREMENTS SPECIFIED. BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS .. -' - .. eueoErrs vas . mJob#16092 MOde' vacvEesoK 2016.1e PACE4 .. .. .. .. .. 1FLENA�: sr noes '16:33:55d�e-aozs Si .. 'eawiona81s5cepe ediai6e Mv0UnYep.le: . .. UT 1/2"`_(13mm).DIAMETER. HARDENED CONCRETE ANCHORS %MDTH �--�' (BY OTHERS). ,. R S JAMB WA H � 4" �102mm): ' o � z PROJECTION _ w . WDTH a < - E a VARIES Uj W o E _ . a BOTTOM OF E = w BOTTOM.OF COLUMN o COLUMN Z a F o z =_j BASE PLATE ELEV. _ w BASE PLATE _ E GAGE w 0] W ' -TOP OF FOUNDATION - CONSIDER J I } ANY SPACE'BETWEEN THE FOUNDATION 1 1/4" OPENING WIDTH m AND CDLUM NIREEMEENT ANCHOR ROD 2mm 32mm LENGTH REQUIREMENT 3 GAGE NOTE; 1"' (25mm) PROJECTION ABOVE 2 1/2" 2 1/2" BOTTOM OF JAMB CLIP _ STD'= 1/2" (13mm) 64mm 64mm THE 4' PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE SEE PLAN. FOR JAMB SIZES : J =- SIZE FLUSH 0" (Omm) IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR RDD LENGTH. A DIFFERENT PROJECTION MAY BE REQUIRED BY THE - JAMB "EQ:" VALUES:. Dl :(4)3/4" Dia. GR36 Anchor Rods D3 (4)3/4". Dia.:GR36 Anchor Rods FOUNDATION, DESIGNER. _ = Plate W=8" L=11" .. D2 (4) 3/4". Dia. GR36 Anchor Rode Plate W=8" L=11 THE ANCHOR INTERFERENCE-WITH ROD PROJECTION 0 AY NEED SO BE CUT OFF IF 10 / 7 EQ 2' S1mm; 85 EQ 2 3/4" 70mm 2' 89mm, 11.5 EQ = 4 1/4" 108mm Dim: A=9 1/2" Plate W=B L=1'-1"- Dim: A=2 1/2": ' THERE T EQ = 3 1 TYPICAL .COLUMN Gage=5" Pitch -5" Edge Out -3" Dim: A=10 1/2" = Gage=5^ Pitch=5" Edge' Out=2 1/2" BASE PLATE 'DETAIL Elev.=1001-0" lev.=100'-p" :. Elev.=100'.-.0". SUGGESTED 'ANCHOR ROD PROJECTIONFRAMED OPENING DETAIL 1. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER f EMBEDDED ITEMS ARE TO BE FURNISHED 'BY CONTRACTOR. 2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY=35KSQ. (ASTM F1554 GRADE 36) ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD. OF TRANSFERRING FORCES FROM.ANCHOR RODS TO FOOTINGS ARE :TO BE'OETERMPNEO:BY OTHERS: 3: UNLESS OTHERWISE SPECIFIED; ANCHOR RODS ARE DESIGNED AND DETAILED AS 'CAST -IN-PLACE' ANCHOR RODS WITH "SNUG TIGHT? CONNECTIONS 4. FOUNDATION MUST BE LEVEL SQUARE. AND'SMOOTH. ANCHOR RODS MUST BE:A000RATELY PLACED AS'SHOWN ON THIS DRAWING DR'STEEL WILL NOT FIT. THE BUILDER IS RESPONSIBLE FOR ACCURATE. SETTING OF ANCHOR RODS PER AISC CODE OF STANDARD PRACTICE: SEC J:5 VARIATIONS ARE'SUMMARIZED BELOW„ b. CENTERS OF, ANY TWO AR'S'WITHIN 'A COLUMN .BASE r GROUP: +.-1/8' b. CENTERS OF ADJACENT_ AR GROUPS: '+-1/4'. a TOPS OF AR'S: #-1/2 d. ACCUMULATED DIM BETWEEN -CENTERS OF AR GROUPS ALONG COLUMN UNE1;+-1/4' PER 1OOFT.,'NOT TO _ EXCEED 1' TOTAL e DIM FROM CENTER OF ANY AR GROUP FROM COLUMN :. UNE: +-1/4".- 5. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE :. REACTIONS REPORT. • A. • N U• C64705 �c z 0 Lu S 08/10/2016 P. �9. CIV TF pF: CAL�F�� - _ FOR CONSTRUCTION, L :THE VP ENGINEER'S SEAL APPLIES ONLYVP " Buildings' TO THE WORK PRODUCT OF VP AND VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED 3200 Players Club CUde Memphis 7N 38125 ANCHOR ROD PLAN - DETAILS REOUIREMENTS SPECIFIED BY VP.. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRmfEN APPROVAL OF VP :. VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. aEv Dors ev 'DESCRPTM DEp MODERN BUILDING INC. Jw # " TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE cusraw 1 . :. Side - a6.0165640 1. IE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDINGAN ACCORDANCE WITH THIS 8/1/2016 Chico Caldomia VP BUILD FURNISHED BY.VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS IN Druw"cHEDK DESIGN OR PERFORMANCE ERECTK)N.GUIDES, AND INDUSTRY STANDARDS' PERTAINING TO PROPER ERECTION, 7 Stev6 Sidce 40 x 60 JAHP :. REOUIREMENTS SPECIFIED. BY V.P. INCLUDING THE CORRECT USE OF TEMPORARY BRACING.. Bu rrsvas - Mbd #16047 20 "W5 NTS .. .. _ em .. vxveasac 16,tc 8/.1/2016: 16:33:56. d:eao s o• . CX003 CX004 .. o 29'•-0" 29' -6". N- :. O .. . - TES .iC. .. - a BL' BL �Q� PRIMP.RY..'AND: ROOF.- BRACING PLAN � 664705- X z CXOD1 CX003 CX004 .. 29'•-0" 29' -6". :. TES 6 ' _0." • 0 BL' BL �Q� PRIMP.RY..'AND: ROOF.- BRACING PLAN � 664705- X z .W . s .. oeilo/zoos Q* IV 2 11-0" ' A 1 6" ' C Q Dimension Key FOR CONSTRUCTION S' � 40x60 1: USE 1/2 X 11/2 A325•N BOLT (49080) AND NUT (47120) ON L THE VP ENGINEER'S SEAL APPLIES Y TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDBI - VP Buildings Memphis.7N PRIMARY AND ROOF BRACING PLAN 'W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED; REPRODUCED 3200 Players dub Clyde 36125 _ CO SENDARY CUP OONNECTIONS. AND FLANGE BRACE CONNECTIONS; REQUIREMENTS SPECIFIED BY W.: THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP ' - UNLESS NOTED C+THERWISE. VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. REV DATE BY DESCRYIIDN uu�ER MODERN BUILDING INC. 6-01656040 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME' `' TO THE PERFORMANCE OR DESIGN OF " . THE, GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE , CUSTOMER Ste nATe . . SIDE OF THE WEB AS THE HILLSIDE WASHER ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THIS �� CMoo, California VP BUILDINGS 6/10/20161 FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS . DaAwraD�DK DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; -' °fes°T ' Steve Sidce 40x60 LDCM LOCM REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BULDUMvoo Modem NTS .. Job #16047 VADEb vvc vErss Orr .2016.10 8/1012016 1121:48 FlEwua: Side 40 x 6 .,md.bnm BleBraps &f &pa b Q Ame lu, lL RAKE BEAM ROD SLOT. BACKING PLATE MAY EXIST . F D BRAD - - -HOU UTA: ,NARK N0. PRR DIA. " I = INCHES 0 = OPERATION ' - 3/8" .- 097572 WCX••• = COLUMN (HOTROLL) PANEL/COVERING WALL BRACEI W 1 3 1 1 7 2'6 1 K T D -" :097573 BGX•!• - RAFTER (GAGE) " ROD 5 8 095277 , I B 1 30 1 0 3 6P 3 0 W V _ ICX - INTERIOR COLUMN •• F F F. 1'I I I I I E C C - 3 4 095278 1/4' . 095279 ... - '7.18. 095280 - .. 1 1 8. ..095281 - PLATES 1 1 4 095292 - Q _ co 664705 ' � � cc C64705. X 1 3 8" 1 097593 PIN - :6 rRA•E SPAM. Loc tv i I torAToN .. UP C� Lae-) on Oqa-) Yr0'D V/ UP iL1/10E5 nANOE BtwE VGL iTRGllr CONIECT to DIE v® OF THE r - rLLI U - UAUL' CX- =-COLUMN (PLATE) I = INCHES 0 = OPERATION ' - CGX••• - COLUMN (GAGE) - E= EIGHTHS C = FIN/COLOR WCX••• = COLUMN (HOTROLL) PANEL/COVERING .. - W 1 3 1 1 7 2'6 1 K T D RBX••• = RAFTER (PLATE) - • .F'F: I I E G' G 0 C C C BGX•!• - RAFTER (GAGE) LENGTH CODE WRX••• - RAFTER (HOTROLL) .TRX-TRX--= TRUSS RAFTER INSULA 0)SL , I B 1 30 1 0 3 6P 3 0 W V _ ICX - INTERIOR COLUMN •• F F F. 1'I I I I I E C C pCX•'• -RPE COLUMN LENGTH WIDTH iHK CODE TO - TUBE COLUMN HARDWARE INSTALLED JI -^(VA7H FRMS-��• SECONDARY (STANDARD) .. .. HARDWARE INSTALLED IN THIS ORDER: - 0 B Z 1 9 1 1 4 1 7 - - - - - EPX••• ENDPOST (PLATE) _ EGX••• - ENDPOST (GAGE) . IN THIS ORDER: HILLSIDE .WASHER - O - • F F I 1 ECC HILLSIDE WASHER FLAT WASHER -8 _ - - . OEPiW[ LENGTH GAGE ADJUSKOODES . FLAT WASHER -W .. FIAT WASHER A' - - - -ALTOeH7E catrECnWG - SHAPE CBX••• = CANOPY (PLATE) FLAT WASHER 'A' HEX NUT _ - - - - SECONDARY (SPECIAL) - 'CBX"- = PIGGYBACK CANOPY - BRACE RODFLANGE- BRACE. REQUIREMENTS: 0 C I'o 6 Z 1 9 1 1 a 1 7-- HFX NUT - - - - ' /2' GAGE POST . - CORNER POST - WASHERSRULEQI ALL FLANGE BRACES OH CROSS SECTIONS.MUSi BE INSTALLED. • • •'F F 1.I E G_0 • = 8 I WASHERS ROD DIA NUE- A - B. - HILLSIDE -RULEQ2- SINGLE FIANCE BRACES ARE REQUIRED WHEN PMT MARK ON-COlIN1E71 tlEP1HA LEHGIM (:ACi ADA1ST.CODES DOE-" = 10' GAGE POST ROD DIA NUT .A - B HILLSIDE ' 3 e' 095321.. 096408 460!0" 043657 CROSS SECTION IS.'NOT-ACCOMPANIED BY (2).095321 096408 46040 - '043657. / 2- 095230. 095872 095946, 043657 RULEQ3-"FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 1 2' 095230 095872 - 095946 043657 ' - 5 8. 095233 095945 095946 043657 - - - WHEN PART. NARK IS ACCOMPANED'BY (2). ROD BRACING RS - THREADS BOTH Er•IDS -. 5' '095233 095945 095946 043657 _ 3 4 - 095?35 0959!6' 095948 043658: - NAY BE FURMSHED WITHOUT RULEQ4- WHENEVER POSSIBLE, PIACESP)GLE BRACES TOWARD THE 0 3R S 2.5 1:0 RT = THREADS ONE END - CL:VIS ONE END 3 4 '095235 095946 095948-.. 043658•' 7 8 095237 095947 095948-- 043658 " A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING.: - I E ••• F 1 7 8. '095 37 095847 095948. 43658 - -RHI VN1 BE PROVIDED. RULE 5- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME RV =GLEN$ BOTH ENDS 1 095238 095948 095949. . 043659 - 8 DIA LENGTH I .. D95238 095948 - 095949. :043659- - - - SIDE OF THE'FRAME WEB. RP = THREAD BOTH ENDS -.NO NIUMDES 1 1 8 095239 - 095949 '095949 .043659- - - 1 1 8 095239 095949 095949 - 043659- _ - - - _ _ .•• 10' &. 11 1/2' PURUNS REQUIRES BOLTS AT EACH END OF PURUN LAP. m: Quc w o m. Kam - v. rQem/�Q/m e..n" .. . "s"rn/R Ka. °nm R _ me"/QV"m: ,am .. _ Ka. uaaeM/u m. °n m .. WALL :ROD ROD BRACING THRU ROD SLOT OD BRACING TYPICAL FLANGE BRACE CONNECTIONS MARK NUMBER KEY 130 AT RAKE BEAM - BR02H1 - COLUMN SHOWN./ RAFTER SIMILAVt ". BR02K1 CLEWS ASSEMBLY m BRO6AE CONT. PURUN LAP SHOWN, CONT. GIRT &SIMPLE PURUN EN5081 COMMON GENERATED MARK NUMBERS BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT• . - RAFTER BEAM.RAFTER (RBX ) RQl asm Vm uv: Kam RAKE BEAM CONNECTION . - BEAN (R8X-) _. RAKE BEAM - .. - . 'PFA-OC2 . TO 'ENDPOST, .. - .. MAY BE STRAIGHT_ .. .. , - - - OR TAPERED MEMBER - - ... BOLTING- - . PLATES .. :. Q _ co 664705 ' � � cc C64705. X z . .. .A325 BOLTS _ - - - 08/10/2016 - (49080) FILL �9.pF OF CAI�F�� ALL HOLES- FOR CONSTRUCTION _ A325 BOLTS VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDBI VP BuBdlrigs TN' , PRIMARY BRACING SED S W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, " DESIGN AND PERFORMANCE' , IN THE APPUCABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED . SEE'EFtECIION . SECOtm w CLIP OONNECTIONS, AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.' THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRRTEN APPROVAL OF VP r Ev DATE " sr oEscraornN " MODERN BUILDING INC. .. DRAWINGS . FOR, UNLNOTED OTHERWISE ESS VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. _ 2. SLOT REINFa2CEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF CUST�RSteve S1dce10/2016 THE.GE:NERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE _ DATE16560 SIDE OF THE WEB AS THE HILLSIDE WASHER. - ' EXACT .SIZE- NP BUILDINGS Lo�7TM CNOD, Celifomie . FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ' ' v et ' Steve Sidw 40 )i 60 .. DRAwNC#eCK LDCM' :. LDCM FILL ALL H DESIGN OR PERFORMANCE ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; , ,. NTS suEnErrsvor Modem Job #16047 ' vrc vERsort .2016.16 RACE 10 -- t es, 4d INCLUDING THECORRECT USE OF TEMPORARY BRACING. .. .. • .. .. .. .. Sidce40z6 e0 "aofB e$fQe�`aA'r"tl""""`a" ENOPOST " A325 BOS SEE ERECTION OUTSET GIiTS - COLUMN .. .. - DRAWINGS: FOR - - 1'=3' AT 10'.& 11 1/2': EW. GIRLS - - MEMBER . . ., - :EXACT SIZE � .. .. - � 1'=0' AT 7' & 8 1/2'E.W. GIRTS ' - (CX-) _ - - ' FILL ALL HOLES - - - 6' AL ALL' INSET GIRLS . Q•am;sm KC oa . . .. • - .. . - ad. "smhV" im: Kom acv. Quem/"/" RM m HAUNCH, TO COLUMN CONNECTION... RAFTER BEAM CONNECTION BASIC ERECTION GUIDE =STRUCTURAL' - RQl asm Vm uv: Kam RAKE BEAM CONNECTION . - ENVOO2 , PFOIAI, ,TOP'BOLTED 'COLUNN " , 'PFO3A1, RAKE BEAM' OR FULL FRAME 'PFA-OC2 . TO 'ENDPOST, Q�pFES:S/O4� A.'44, :. Q _ co 664705 ' � � cc C64705. X z 08/10/2016 �9.pF OF CAI�F�� FOR CONSTRUCTION 1. USE 1/2 X 11/2 A325 -k BOLT (49080) AND NUT (47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDBI VP BuBdlrigs TN' , PRIMARY BRACING SED S W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, " DESIGN AND PERFORMANCE' , IN THE APPUCABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Cade Memphis 38125 ' . SECOtm w CLIP OONNECTIONS, AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.' THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRRTEN APPROVAL OF VP r Ev DATE " sr oEscraornN " MODERN BUILDING INC. 60 1 ' UNLNOTED OTHERWISE ESS VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. _ 2. SLOT REINFa2CEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF CUST�RSteve S1dce10/2016 THE.GE:NERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE _ DATE16560 SIDE OF THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THIS NP BUILDINGS Lo�7TM CNOD, Celifomie . FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ' ' v et ' Steve Sidw 40 )i 60 .. DRAwNC#eCK LDCM' :. LDCM DESIGN OR PERFORMANCE ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; , ,. NTS suEnErrsvor Modem Job #16047 ' vrc vERsort .2016.16 RACE 10 -- t REQUIREMENTS SPECIFIED BY VP. .. INCLUDING THECORRECT USE OF TEMPORARY BRACING. .. .. • .. 8!10/2016 SEDSheet 112153 Sidce40z6 e0 "aofB e$fQe�`aA'r"tl""""`a" '4' GUSSETS %CN REQUIRED BY DESIGN '*' GUSSETS WHEN REQUIRED BY DESIGN "re' CUSSEfS WHEN REQUIRED BY DESIGN STITCH 1 1/2' - 3 (10 GA. WEB) OR 'x" GUSSETS WHEN REOUM BY DESIGN Clip I _ THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND AN DESIGN AND PERFORMANCE REOUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. TTP ALTERNATE - 2 - 8 (3/16 dt 1/4 WEB? — — — — — — — — BOLTINO 4 - 6 (5/16 - 1/2 WEB VP BUILDINGS a� 16-016560-01 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THISrOO^"01 DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. RATE Chico, CalHomia . PROJECT Steve sidce 40 x 60 ROWS OUT RutaeRs vw NTS Modem lob#16047 OUTOUT WS ROWS OUT 8110/2016 15:53:26 F1EN `E Sidce 40 z 6 . dMw d Resape R Imes wmA veno, nc. TV ALTERNATE 4 DOI.' TIP gp � PLATE ROWS - PLATE - OR C.P RW IN RM ALTERNATE \ ` BOLTDd6 \\ PLATE RD1fsrM r \I \ ROe6�TFRNA / BOLTDMG OR OR \ GP ALTERNATE BOLTWC PUT I cry �, 7 VSMTM _ ��/ RAFTER RIDGE \ ROWS OUT - 7 (10 GA. NEB) � \ - - S11TW 2 - 5 (3/16 & 1/4 WEB)- \ s \ �\ 1 1/Y - 3 (10 ESA, WEB) x i 4 - 6 (s/te - 1/2 W®) \ ALTERNATE \ z —a s/16atpWm \ s \ BOLTM 4 - e (16/18 - 1/2 WEB) ROL Mumnm HAUNCH COLUMN CONNECTION °'a°' '�°` LGW SIDE HAUNCH CONNECTION "` ° "°' . nn .e m HIGH SIDE CONNECTION °"'�'' 'em BOLTED RAFTER SPLICE CONNECTIONS TO BOLTED WELD STD.. FACE BOLTED MELD STD. BOLTED, WELD STD. WELD STD. STITCH 1 1/2' - 3 (10 BA. WEBjj COWMN (CX-) OR Qcx-) - LUMN (TCX-) OR (PCX-) 1 - 5 (3/18 a 1/4 WFS] CJP 4 - 0 (6/16 - 1/2 WEB CHMSE Oa yGnoN SPLICE TUBE OR PIPE COLUMN CJP . (sr4) cp .. .. _ .. - _ :. -• I I RANDOM SHOP SPLICE I I CMP BASE PLATE I I BASE PLATE TYP. CMP IDESIGN MEMBER DEPTH - I am wm a Omar NMET FRAME CONNECTION AT INTERIOR COLUMN one en -nam TYPICAL BASE PLATE CONNECTION an oAnc sea mm TYPICAL BASE PLATE CONNECTION am ■eo VARIOUS RANDOM SHOP SPLICE WELD. SID. BASE PLATE TD COLUMN WELD SID.. BASE PLATE TO COLUMN WELD STD. SHOP SPLICE WELD STD. . - MNIMJM ALLM WIRD - •RUSH - UNSTFFENED - - . The Toae balm dn.s Coda mlarmum.rola. for AIDC de CSA/w59. N raid dn0rn .m EngtneeTFng fkid Standard or m folvicalam doaments 4n him than those. than the weld sin Morn below LANCE PLA GENERAL NOTES., THE FILLET WELD SHALL BE CONTINUOUSLY GENERAL NOTES:, : - .. 0 0to mmm D o o ° a o 0 0 0 0° 0 o o ° o to be need. Daeed an tIN m4terla U*Icnest bobe )wr" SUBMERGED ARC WELDED ONE SALE OF THE 1. SEE. FRAME CROSS SECTION FOR BOLTING PLATEAM.UBLE ,114 dt AWSMA Se MINIMUM CLIAW FILLET SM PLATE NES M ErE MMU M FILLET WELD M RANGES AS LLSRAIED. THICKNESS AND NUMBER OF ROWS OUT AND IN. ° IOZE g Ban Mahal 7bttlrnns fT1e .. o+l Fllkt tit TAKEN, FROM TABLE BELOW ... 11 12 13 14 W: 32 53 54 . OLTING PLATE WIDTH FLANGE SIZE (6" 2. MIN. B N5 EXTENDED - U11FFENED Ar.n" n"� ,,,,, 1e,1/4 - T<6 1/3 3 1/A < T< 1/2 T S.12 3/16 0 - MIN.) 00 °° o° 0.0o° o -o.00 0000 0. o 0 0 1/2 < T L.3/4 12 < T < 20 1/4 i 6an" 3. SIZE OF WELDS UNLESS NOTED ARE BASED ON sun oe0lee eeuon • rmodr Waou-w1E ESTI 3/4. < T 2a cr 6/16 a MATERIAL THICKNESS BnwaTar°ofee .o 1/r LHr La t/y tVar a/•• r 1 w IIAP n� • T e Thisknessm d the tVAnro"o yarn pend (USA CANADA M - 31 ' 32 33 71 72 73 f metal Acumen low hydrogen welding process using GMAW Haar mmol DCTENM-- SiOTET�O (GUSSET) man trr 1T trr t/r tT >R e/r trs'. e/r rm t/r. SA dau ER7aS (B-C4tN 40 � m SAW Ahr motel el® F7A0- am Uv t/r t 1/r yr t/If 1/r 1/r Or IK• w EM13K (f49A2-FU13K� - - FILET 1MEl0 ASSEMBLY - LAWS OtA-08 Bae 522.11 Cape M parte to be AW by 1Nst welds Troy have o ?�OFESS/O� Q 10 'A. � �O M�0 ` e e e e e e D o e e e -0 0 e D e o e o e. 0 e e° 0 0 0 a a o 0 o e ° ° I f t t t t/r 1/If 1T vs• 3A w 1•, .trr trr .yr trr yr ur 1rr AM•. WW arty vW t/r. � 1/r _�W ytr dAr ylr VW ZAr JVW �AIW La• 919 O1 L1/t 6' wh no adjWM@nl In %*a fl[*. Q" �P O O O O vir tK s/nr ornr aM am VW 8,W uAe &W AW Gaps > 11W but <. /1r . fillet void Try must be tnareamd 1- 10 O Z in- e/r 155 a/nr -A iM'._ >� aM• s/�s a/'r &V t/r 1K vW a/,r aM t/t rp ,It yr 1/i I by the onnaund of the root opening. v) C64705 X 41 42 43 el e2 B3 W 1/r t vW Vtr aM t/4- Ih sns• enr erlr .era• Cape > 3/16'. oortsatlM siErK D ro0ua60 (0 bring M>U Z 0 Minlmnm bolt epoetn9 a J" U.N.0. 'BOLTED Into amptabla contact. LU SEE END-PLATE CONNECTION' SECTION OF DESIGN CALCULATION FOR PLATE ID nra°a ' •am - GENERAL WELD REQUIREMENTS e.,c "eCp'm TYPICAL NOTES - mem BOLTED END—PLATE CONNECTION LAYOUT WELD STD. I TYPICAL SEC71ON THRU BUILT-UP MEMBERS qrF OF CA��FO� FOR CONSTRUCTION . THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND AN DESIGN AND PERFORMANCE REOUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VIO BUILDINGS. VP Buildings 3200 Players Club Circle Memphis TN 36125 MRD50 DRAWING REv DATE By oEstRVTca Bur,DER MODERN BUILDING INC. 4LTOWASteve Sidce VP BUILDINGS a� 16-016560-01 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THISrOO^"01 DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DATE 81102016 Chico, CalHomia . PROJECT Steve sidce 40 x 60 DRAWRw<uc L.DCM LDdA RutaeRs vw NTS Modem lob#16047 vxvER=m 2016.1c PAGE 10A 8110/2016 15:53:26 F1EN `E Sidce 40 z 6 . dMw d Resape R Imes wmA veno, nc. • {! TRINE - aRAeE ew x - Rwr' ' @ - PURUNS MIN CUPS OR'FASIO�11t97U1 a STANDARD L.Ou1nM5. ROOF C .L END BAY. .. C . L INTERIOR BAY • - - - -- LOCATION • LOGTN7N - SEOO1p�RF _ PANELS DO NOT ATTACH TO SUB JW8& v- .. _ UDW �• - - - PURLIN •. - 1 PURUN BRACE- SUNDARD -' ... - _ o ] C O 1 PURUN BRACE - - 0- -ol • • I 0_ 0.I _, CHANNEL - .. CHANNEL NEL . ADJUST. CODES .r D o --= -- -=01 - -- -- - --_ _ - N ',. -_ ErLYAIl RATER - r OW07) TYPICAL (2) PURUN BRACE ] J O, O CHANNELS" 2 BRACE GAGE �I SUPPMORT Cif (3) PURUN BRACE O J 7 .O /RUN NNELS - .. SPLICE Ls RELaR ED oEi suProm ] J .HFSI �R"I"Hr9-1 CHANNELS Mo - 'rtAlioE BnAi>E wL tYPluur .. . CONNEM TO THE WW OF THE FRAME 1EMBEIL 5TPN0'RD PURLIN , . .. ~_ - .. .SECTION 'A' - - 4 PURUN BRACE - /MANN J ] ] ] (4) PURUN BRACE - CHANNELS J millimeters - - SHAPE . - gg C A SUB NAt1N ~ ca slnvrnT 3 TYPICAL 3• TYPECAI CLUSTER CLUSTER AE106WE Coulm . ti stwl PLR STANDARD NOTES: STANDARD NOTES DEPTH SHAPE CAGE ( °)Li� h14 . T T/4• - PURUNS HAVE CLUSTERS OF•4 HOLES FOR ATTACHING PURLIN BRACES. - PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - :� 07 = Z = ZEE 11 0.113 ' FLANGE BRACE REQUIREMENTS: - RANGE _ THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF BELOW 8 08 = e t%Z• - C = CEE 12 = 0.098 RULE/1- ALL FLANGE BRACES ON CROSS SECTIONS MUST 8E INSTALLED. F4itU�Ml�iMlASidER • sue Paan+ . • L'-1 - 0 - DO NOT INSTALL PURUN' BRACES AT. THIS CLUSTER LOCATION. 0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 10 10• E LOW �� STRUT 13 = 0.088 -• RULE/2- SINGLE FIANCE'BRACES ARE REQUIRED WHEN .PART MARK ON - - - tt = 11 1/2•' H - HIGH EAVE STRUT ' 14 0.079 CROSS SECTION 6 NOT ACCOMPANIED BY (2). j - INSTALL PURUN BRACES .AT THIS CLUSTER LOCATION. J - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. - RULEd3- FLANGE BRACES ARE. REQUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK 6 ACCOMPANIED BY (2) EAYE st9vr SEE SECONDARY ROOF DRAWING_fOR BRACE REQUIREMENTS SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. - - 15 - 0.073 16 - 0.068 FtULEg4- WHENEVER POSSIBLE. BUILDING. SINGLE BRACES TOWARD THE CENTER OF THE BUILDING. - - •ON @ - .. - - INSTALL PURUN BRACES AT THE. RIDGE AND WORK TOWARD THE EAVE. - - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - 17 - 0.060 RUAE85-'WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES THE SAME SDE OF THE FRAME WEB. sue McLocaioN r � - DEswL - .. - CHANNEL' BRACE MAY BE LOCATED IN EITHER SET• OF SLOTS IN. CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER .. •+ 10' @ 11 1/2' PURUNS.REOUIRE 3 BOLTS AT EACH END OF PURUN LAP. PROVIDED THEY, ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY, ARE ALIGNED FROM EAVE TO EAVE.IN A GIVEN BAY. TYPICAL FLANGE'BRACE.CONNECTIONS "'"°°° CORNER'ZONE BRACING "'MOOD PURLIN BRACE CLUSTER LOCATION' A0'00Lm "'M0.m .PURUN BRACE CLUSTER LOCATION �'0°Dp1 10.00 SECONDARY PART MARK NUMBER BRO6AE-. CONT: PURLIN LAP SHOWN. CONT. GIRT k SIMPLE PURUN BR09HF. • ROOF.PLAN VIEW'(CEE SUPPORT) BR09RY'. END. BAY CHANNEL LOCATION - • BR09RZ .'._ - INTERIOR BAY CHANNEL LOCATION. EN5181 COMMON GENERATED MARK NUMBERS ' T TJ IT=2 - ADJUST. CODES ERECTION. DRAWING PART MARK P: A 1/4•. �_ . 2 3/8•- rl PG1 CUP ��, 6 PG1 Clip .. .WELDED CLIP CONNECTION Al CONNECTION ENDBAY GAGE' - • ROOF • � `' PUMIN • - • INCHE �• LENGTH _ .; , •• 1:: W -1-,B .3 - - .. WELDED dip CONNECTION 4� BOLTED CLIP CONNECTKIN _ - , ` • .. _ millimeters � - - T ' ALT. "CONNECTION ' • - - • - - .. T. CONNECTION BOLTED CUP CONNECTION DEPTH _ .. - • -BAY NUMBER. _ .. _ 4b•. .. '• ,. - .. - vA .. - ., ., .. ALT. CONNECTION' PURUN TO BE CONNECTIONS- . .. .:.. .. - .... _ - - - -CANOPY (C)/PARTITION(P)./ � r REFERJO INDIVIDUAL FRAME . . - a. • DEPTH SHAPE GAGE :ROOF.(R)/WALL(W); NUMBER 1�4 . ' . CROSS SECTIONS CUPLOCPART NUMB FOR BATED . CUP PART NUMBERS AND THEIR 07 = 7•. ZS =ZEE 1I =-0.113. I - t - _ OB. = e 1/2• ... CS CEE : • 12'= 0.098 Es -Low CAVE STRUT 10 - 10• 13"- 0.088 _ - ' `- BUILDING . SHAPE - - .. . ..R 2 t L23; 8 �;l CUPS. MAY BE REQUIRED FOR . vuREUN ro FRA►' cONNECTiarls. RTO INDINDUAL FRAME1 .. _ . i = tT 1/2. HS -. HIGH EAVE STRUT. _ _ 14.= 0.079 BB =BACK 'TO.BACK CEE - THE B.AY/BUNDLE CODE IDENTLFIES. . ,. .. - a CROSS. SECTIONS FOR BOLTED FOR - \ .CUP �y ' '•O .. . _ 15 - 0.073 FB FACE TO BACK CEE - FACE TO FACE CEE .. 16 - 0.068 THE :BUILDING CANOPY/PARTITION/ - - PART TIONS AND THEIR LOCATIONS... - -'�'�(. ''(•:• Pte. ti . ... 17 - 0.060 . - \ .� g ROOF/WALL PLANE AND BAY ; , - • RAKE BEAM _ ;� . a P� . • ^•� 8`I PURLINS - .. .. SPECIAL SECONDARY PART MARK KEY ' ' �Y 0AII0 ' "0.0 "SECONDARY- BUNDLE LOCATION KEY Rx wIn0r^" A01 1°"' M0.O° ;PURLIN AND. GIRT SIZES . 6 i0'am"'^° "°°' • ' PURLIN .CONNECTION AT INTERIOR FRAME °"' °"`°°^'^° °' f PURLIN 'CONNECTION: TO 'END FRAME' ' ENS1B2 COMMON. GENERATED MARK NUMBERS - : EN 5163 ALL SECONDARY DEPTHS . EN53E1 7" 178mrii . RS01T1 .. CONTINUOUS PURLINS RSO2T1 - CONTINUOUS PURLINS_ PLATE N ^ ' 0) 1SHIM /2• A307 THIN RODE PITCH PART MEAD BOLT (046636) RANGE - NUMBER - . �@ NUT (09503 2) - .25 T0. 1.99' _ - EAVE STRUT . - ... 2.0 to 2.49 ESO.- • - 2.5 TO 3.49 ESH2 _ A5 TO 4.00 ESM3 .. .. . - _. .. _ .. .. - .. ' STRUT • - 0 SHIM .PLATE EAVE. STRU _ O (SEE CN ART) EAVE .STRUT -BRACE STRAP, -. _. .. (ESBSI),.AT 8 1/2'..10•, • - - - _ ` 119/2F.PURUNS. USE (JCP051050) AT,7• PURLINS. Q�OFES$/�N A '9 SHIM PLATE _ ROOF BEAM �� Q Mgp��ti ... , (SEE. CHART): Y 4705 Z ��' A325/BOT (097280) - A325 BOLT (097280).. SHIM PLATE ;.: FRAME OR. i. +i '. A IER UMN•' r / �� RANGE . N CO .. 0 1.99 N A - - - - 08/10/2016 .25 .. TO -2-49 ESHI �" 2 -0 •1'-0• AT Y @ B 1%2. OUTSET. -- r •- - .. - .. ' ,9 CIV... _. C�`. _ TO - " AT'10• @ 11 1 0u15E1' 1 3 /2 :. -. .• I. ' - TF .OF. .. 32.5 .s TO s 00 ESM3 .. • . : . LOW EAVE. STRUT SHOWN - HIGH EAVE STRUT SIMILAR ., « ' .• . _ .. _ _ r CAS-�� °Y 0" """DO EAVE STRUT CONNECTION "°'0' " M00 SAVE STRUT CONNECTION RS12PA . AT INTERIOR FRAME : , RS72PH.. AT END FRAME FOR CONSTRUCTION . 1. UNLESS NOTED, USE 112 X 11/2 A325 -N BOLT 49080 AND NUT 47120 ( ) (. ) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE. WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP Bu9dbigs ROOF SECONDARY F Y SED S W/O WASHERS: SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTINS. '. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Cirde Niel TN 3x125 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE, REOUIREMENTS SPECIFIED BY VP. THE. OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BAR REv ' DATE . BY - DEscRPTL7N ERN BUILDING INC.' J0B0 16-016560-b1 STR(1CTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION • VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. •' .. OF WALL AND ROOF SHEETS, . - - TO THE PERFORMANCE OR DESIGN OF " " cus10LIERStM $icke-- - - THE.GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE. FOR ACCURATE DATE . 3. REMOVAL OR ALTERAT1N OF ANY COMPONENT IS PROHIBITED:.' ANY OTHER PRODUCT OR COMPONENT GOOD auALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS VP BUILDINGS 8/10/2016 LouTxAv Chico, Califomie , s < FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS PNET 'Steve Sidce 40x60 DRAHn°CNECN LOCM :. -LOCM DESIGN OR PERFORMANCEERECTION GUIDES. AND INDUSTRY.STANDARDS PERTAINING TO PROPER ERECTION;' . BULDERs Po°., 'gym NTS' .. Job #16047 ' 2016.1/ P 12 .. • - REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF,TEMPORARY BRACING. ' 8/10/2016 SEDSheet -112LENAME: 1:56 FSicke40 z6 NlAwm dllko aV• BULW9°MyF.Awmim.rn Secondary -Part Schedule Mark Part Thick. Depth Lap Detail G1 07ZO311417GQOO 0.0600: 7" WS12A2,WS20F2 G2 00107ZS203141700 0.0600 7" 10 1/2" WS12H5,WSO1G3 G3 00207ZS231141700' 0.0600 7" WSOIG3,WS21D5,WS2OF2 G4 00307ZS171061700 0.0600 7" 10 1/2" WSOIG3,WSO4C2 H1 00101JS1000017 0:0600 7" -WS20F9,WS2lD2 J1 00207JS1202217 0.0600 7" WS20F9,WS2lD2,WS2OF2,WS2OB2,WS2OB8 Bracing,Part.Schedule Part Qty Length Detail 03RT2203 1 22'-3" BR02H1,BRO2K1 03RT2302 1 23'-2" BR02H1,BR02K1 NOTE: Each OH door (101. x 101) jamb was designed to support 350 lbs—of door weight.. Secondary Part Schedule Bracing Part Schedule Mark Part Thick. Depth Lap Detail Part Qty Length Detail G5• 07Z3211417B400 0.0600. 7" 2''-10 1/2" WSR001,WSOIG3 03RS3209 2 32_'.-9" BR02141 -G6 07Z3211415B400 0.0730 77. 2'-10 1/2" : WSR001,WSO1G3 G7 07Z3211417A400 0.0600 7" 2.'=10 1/2" WS12A2,WSO1G3 - G8 07Z3211415A400 0.0130 7" 21=10 1/2" WS12A2.,WSO1G3 Secondary Part Schedule Mark - Part Thick. Depth G9 00108ZS180241760 0.6600 -8 1/2" G10 00208ZS160761700 0..0600 8.1/2" Gll JCP051050 0.0600 8 1/2" G12 00308ZS050241700 0.0600 8 1/2" G13 00408ZS030761700 0.0600 8 1/2" H2 00108JS1200017 0.0600 8 1/2" J2 00208JS1300517 0.0660 8 1/2" .T nnina.Tm dnn517 n_nSnn 8 1/21! Detail WSR001,WS01K2 WSO4E2,WS0lK2 WS21E3,WS20F2 WSR001,WS20F2 WS04E2,WS20F2 WS20F9,WS2lD2 WS20F9,WS2lD2,WS2OF2iWS2OB4,WS20BB WS20F9.WS21D2.WS20F2.WS20B4.WS20B8 Bracing.Part.Schedule Part Qty Length 03RT2302 1 23'-2" Q3RT2203 1 22'-3" Detail-' BR02K1,BR02H1,BRR050' BR02Kl,BRO2Hl,BRRO50 NOTE: Each OH,door (12' x.121) jamb was designed to support 504 lbs. of door weight. Secondary Part Schedule Bracing Part Schedule Mark Part Thick. Depth Lap Detail Part Qty Length G5 07Z321.1417B400 0.0600 7" 2'-10.1/2". WSR001,WSOIG3 .: 03RS3209 2 32'-9" G6 07Z3211415B400 0.0730 77. 2'-10 1/2" WSROOl,WSOIG3 G7 07Z3211417A400 0.0600 7". .2'-10 1/2" WS12A2,WSO1G3 G8 07Z3211415A400 0.0730 7". 21.-10 1/2" WS12A2,WSO1G3 •. KW UI A. MARK ND. PIN DIA. .BRACE .. ER's- . . - - 3 8 097572 - . -� uxamR t0r,,tHON WALL BRACE ROD - . . RAKE BEAM . - :.' .. t- 2' - 097573 • -. SECONDARY .. MBER - - WALL BRACE ROD 5 8 - 095277 - ' ^ 3 4 085278 1 1/4- o- -01 - 1 ROD SLOE BACKING •. 7 095279 J '095280 o' Y - o - •' / . , ', PLATE MAY EXIST: ;. , - o o i,: . :• . - 1 1 6. : -095281 - - -- ----- -' ----- --- - FIELD SLOT 'THE. SIDEWALL j1 1 1 ♦ 095282 COTTER PIN GIRT AT INSET CONDITION _ _ WALL BRACE - II _ 1 3 - 097593 t 1/Y- - ,, R00 ��ll II. IICUP 1 1 2 097594 -- ' HARDWARE INSTALLED . _ - 41 TNa7f' f1IiK0E TO T area BTVRC%LLY CCIRKECT THE WIMM HE �. HARDWARE INSTALLED IN THIS ORDER: -IN THIS ORDER: i' - - HILLSIDE WASHERKI LSIDE WASH ER FIAT- WASHER b'FLAT WASHER 'W FIAT WASHER 'A'FIAT WASHER -A- •. - HEX NlA RODWASHERS ^.N FLANGE BRACE. REQUIRENEIYIS:- MAXIMUM 2"x4" SLOT:.j HEX NUf CORNER POSE - - - - MER S.RULE _ ROD DIA NUT - - A B- - - HILLSIDE 3 8- 095321. 096408 46040- 043657CROSS 1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE#2- SINGLE FUWGE BRACES ARE -REWIRED WHEN PART MARK ON SECTION ISNOT ACCOMPANIED BY (2).'7 VARIESBRACE DO NOT CUTWAS - FLANGE ROD DW.- NUT• - .A B HILLSIDE 8 -095321' 096408 46040 '043657 - � .t Y 095230- 095872 095946 043657 .. -• RLAE83- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB1 2- D95230 095872 095946 • 043657 S 8 095233- 095945 095946 .043657 .. .. .. 095948 043658 ,. 3 4" -095235 095946 - ,,__. - MAY BE FURNISHED WITHOUT' � - WHEN PART. MARK IS ACCOMPANIED BY (2). - RULEJ4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE - - - - S 095233 - 095945 - 095946 . 043657: • 1 4 .095235 095946 095948.. 043658....095237 095947 - 095948 - 043858 .. ,. A SHOULDER THEN TWO COTTER . • '. CENTER OF THE BUILDING.: - -- 8 095 37 095947 095948 - .:t 095238 09 48 095949. - 043659 - 1.1 095239 095949 • 095949. -' 043659- - _ - PIN WILL BE PROVIDED.. .. - - � � RULE85- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE,SAME ;. - SIDE OF THE FRAME WEB. ,� 10'•& 11.1/2' PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. - - _ t 095239 095948 095949. 043659. 1 1 8 095239 095949 095949 043659'. - - AEA ME. p ° M. Mw - - WALL ROD m. wcmpo/ro m. aT _ ROD BRACING THRU ROD SLOT IDny/1� aEv. Inm - .. °� B 1 ROD RAC NG m. mCm/a,/m m. — TYPICAL FCANGE BRACE CONNECTIONS m. 00[8 m. anm - - W ALL BRACING BRO1 G2 . - , •• ' . AT RAKE BEAM ' : BR02H1 . :COLUMN SHOWN . /'RAFTER' SIMILAR' ._ . - BR02K1 . .. CLENS. ASSEMBLY. - - BR06AE .. CONT. PURLIN LAP SHOWN, CONT. GIRT -dr SIMPLE PURUN . BRR050 THRU' INSET .GIRT ERECTION DRAWING: PART MARKx.` 2..1/4•2 3/8' 2-+/2.2s/a.ADJUST: CODES . �-ADjk ST.'CODES 'GAGE _ GAGE R EIGHTA r: INCH LENGTH - . INCHF LFNGIH millimeters e SNAP ; DEPTH• _ BAYDEPTH' NUMBER • 48• 48• m ;: COUNTER UP UP «- . : F CANOPY, (C)%PARTITION(P)/ _ _ - OEPTH : :. .: SHAPE _ - .. - "�E'- oEPIM ; sNAPE GAGE ROOF(R)/WALL(W) NUMBER' 07 = 7- Z*= ZEE 11'=.0.113 -. 07 c.T ZS = ZEE - 11 = 0.113 - -• - . 68 = 6 1/2• C = CEE '. - 12 = 0.098 - - 10 =' .t0• •' • E 7 LOW EAVE STRUT 13 = 0:9,86 . H - HIGH EAVE STRUT '110 i/2- ...,4-= 0.079 10 - 1 11/2 - . ' - GS = LEE • ' ST 13 O.oss • - .. 10 - 10' :. „ ES -LOW LAVE STRUT . ' 13 - 0.088 ' . SAVE STRUT. - .. - :. BUILDING SHAPE .. .. - - _ '2.4/4' - 2 3/B' - .. .. ` •. .2 1/2' --2 5/B' . tt .. • ' HS - HIGH T1 11 1/2-. 15 - 0.073 .. - ,,• .. - - r 15-=.0.071 :. - .89 = BACK TO BACK GEEIDENTIFIES.. - 1 = 0.0 THEE. BAY/BUNDLE-CODE .. .. .. ._ - - - '- 16= 0.068 FB= FACE. TO BACK CEE - - " - , •' .' -"0.060 - .. '_ --FT c FACE To FACE GEE. 17 - 0.0060 .THE .BUILDIN(. -'CANOPY%PARTITION/- - X17 ' ., :ROOF/WALL' PLANE' AND BAY - 1°'' AOcvA " 009 SECONDARY PART' MARK-' NUMBER, 0°L0/ ' SPECIAL 'SECONDARY PART -MARK KEY " `E °"10 MSECONDARY BUNDLE- LOCATION KEY m: mm� +roa m: "°° .'PURLIN AND GIRT SIZES d n"°'�01�0° B 1000 PURLIN AND GIRT SIZES EN5181 COMMON.GENERATED MARK NUMBERs' . = EN5182 COMMON GENERATED MARK NUMBERS EN5163, ALL SECONDARY DEPTHS 'EN53E1 7" 178mrA EN53F1 " 8.1 Y. 216mrri FIELD DRILL 9/16' DLAM: HOLES IN RAKE FIELD.DRILL 9/16' DIAM. HOLES IN RAKE BEAM F1 TO ATTACH GC18 CLIP' BEAM FI TO,ATTACH GC18 CUP ' . ' ' ( - . :: - • ZEE GIRT SHOWN ' ,. .. RAKE.BEAM RAKE BEAM , - '• -GILL GIRT SIMILAR :. .. .. - .. GABLE GIRT CUP - .. .—\. (GC1B,-) AT Y, 8.1/2 h.10 GIRT..., . . (CC20-) AT 11 1/2• CRT E FLOF SSS o , Q a. `pc,o I1, MqQ ' - _GIRT: FILLER ANGLE. (GFA ) W/ (4) 55307 - •� INSET GIRT - CRT SHOWN _ e�` _ C64705 X z .. _ GIRT 7 4• ffn GIRT CUP (PGI)... ... - .. .. ��0`A RAKE fi .. - 'RAKE• ,. _ MAY BE SHOP"7 ,' - EAN 4� < S B BEAN ZEE GIRT WELDED (CCI, OR GCA-) .. :. • - ^' • • GIRT P GCE- r ) {' • • GABLE CRT CUP -• .. - . 4' '- - - " - ', MAY BE S� - OUTSET GIRT . - ,(GC19',,) AT 7', do 10• GIRT (RIGHT SHOWN) - - * 08/10/2016 - - , .WELDED (GCB_ OR CCL) - ZEE CRT SHOWN ^ (GC18-) AT 8 1/2 -'GIRT - - • _ .� P . _ • - CEE GRT SALAR _ - (GC20-) AT 11 1/2' GIFT y' :' CIF :. V -i• AT to' &8111i/2 GIR 5OF 7- 8:` 8 1/2' GIRT. ,. - ,. - .. • 7 . 8 1/2'. 10- GIRTS aEt mm� A aEk Rn m - - GIRT CONN. AT COLUMN uv. aw, a aEv. w m _. - - GIRT CONN. AT COLUMN � m. wiE:m a n:a Rn a - GABLE -'GIRT CONN. TO RAKE -BEAM i¢v. oAmm a REr. In m GABLE GIRT. CONN. TO'RAKE BEAM WSO1G3 .. OUTSET CONTINUOUS GIRT . WS01K2. . SPECIAL SET OR FLUSH GIRTS OR INSET LARGE FLANGES - WSO4C2 OUTSET. GIRTS WSO4E2 . INSET GIRTS FOR CONSTRUCTION; THE VP ENGINEERS SEAL APPLIES ONLY , - _ VP Bu9d6igs 1. UNLESS NOTED, USE V2 X 1 1Q A325 N BOLT {49080) AND NUT (47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED WALL SECONDARY: SED'S ` W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. . DESIGN AND PERFORMANCE IN THE APPUCASLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCER 3200 Players Club Circle Mempnls TN 38125 _ 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY.VP.: THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDING INC. AEv DACE .. ev DESCRPrnN ODER MODERN16.0165691) 1 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO EIRECTION VP. ENGINEER'S SEAL DOES NOT APPLY - BUILDINGS. OF WALL AND ROOF SHEETS.. y _ TO THE PERFORMANCE OR DESIGN OF ' GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE - ' - - eusrea191S� DATE 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED..' - ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH TH IS VP BUILDINGS 9012016 Lorca 710N Ctiico,SCBlihimia .FURNISHED BY VP EXCEPT TO ANY DRAWING, DETWLS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS vam�na, DAAwAaC�cR _ DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, °1 Steve Sidce 40x60 LDC A .. < LDCM auE°ERSFoe MOdBm NTS Job #16047 vxvEAsoN .2016.10 FADE 17 • REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF,TEMPORARY BRACING. r.,FLO"" S1Cke40 '6 � .a+w ael.scaO.Bmwe.rayma.nm.k - ^''--8!10/2016 SEDSheet 1122:01 . (BOLTED) (WELDED) FOR FO'S UP TO 9' X 0' USE (3) 1/4'-14 X 1 1/4' - .. - SECOND CEE ON A DOUBLE JAY& IS MLW BACK IF IHW CRT 70- CORNER COLUMN - - .(�). ..(GCt) .'AT T GIRT SDS (55307) LOCATED APPROX AS SHDYN- - HELD LowE.AND oRILL (2) 9/18' JAMB 6-xF1D BAIX 8' FROM : EACH END a YNN JNJB. ' JAMB CUP : 7 8 1/2' V10' 117/7 . (PGI) (GCI) ATB 1/2- GIRT NO CLOSER LOAN 3/6' FRCS FOCE " DIAMETER HOLES IN RAKE BEND _ EACH END OF MAIN JAMB. .- (�� (GCA_) AT 10- GIRT OF CUP OR NOES SgiW M Eg;NE NOT TO ATTACH (DJC2-. DJC3-,. OR DJC:4-) - _ A 7- - dTG3. JTGB LES9 THAN 3/1' APART. (GCO_) (GCA,--) AT 11 1/2� GIRTi 83/2' JTC JTGS JTG7 A Lo DIAMETER LOCALE. AND ZEE GIRT 10'. . JfC4 JTG2 �p �TCI�CI J�AIT j) I r x 1 1/2' DOOR JAMB Q� O. 1 1/1^ JTCJ SINGLE JAMB _ A325 BOLT (18080) - (DJC2-) AT 8 1/T� JAMB p ENDWALL WRT - (DJC3-) AT 10' JAMB ZEE CRT SHOWN - SIDEWALL GIRT - (DJC4-) AT 7- & 11 1/Y JAMB JAMB, SINGLE p ZEE GIRT SHOWN - OR DOUBLE (2) 1/2' X 1 1/2' A , CTE GIRT SIMILAR CEE GIRT SIMILAR `® ®" RAKE - _ .. A325 BOLT (49080) BEAM DOUBLE JAMB _ �• ® A i 80TfON OF ®� " - JAMB BASE CONNECTION (2) 1/Y A307 THIN CORNER. - S(F yATlir RAKE BEAN : CUP (PGI) _ DIM. A �® HAD BOLT (09NUT '636) GIRT CUP _ •'n _ - A307 THIN : -� ® ®' �' ffE CO(T .�/ .. O O (2) 1/2,L 096838) .. ' . \ 1/2- ANCHOR & NUT (095032) ro\-GIRT CLIP ¢ (JAMB SUPPORT - \ _A _ .. - RODS WTH p IO (SEE CHAR . A FRAME FiR1) \VV/ DOUBLE JAMB .HARDENED WASHER _ ( T) . aV P (2) .1/2' A307 THIN _ OONNECTION :� _ _ 1�4' @ HEAD BOLT (096636) JAS " - I JAMB SO4GLE OR 6' / r � ' I — @ - - - @ - & NUT (095032) SI DOUBLE I DOUBLE . MAX r '_�J SECTION A-A - g.OF (DOUBLE JAMBS ONLY Q1B..8: I JAI® CAH BE 1 1 DEEPER . HOLES - VAILAEILE GOR CONCRETE FSNR . GIRT FILLER AN V' 0' AT 7' & 6 1/2' GIRTS THAN THE JAMB SUFP0RT MT. _ � 8 "1/Y AND 10- � n 01N_A ZEE GDET SHOWN V-3 AT 10-'& 11.1 /2- GIRTS (ONLY EXQPRDIt n t JAMB - MEMBERS) - AT 24. D.C. ® 3 1' 4 AT 7', 8 1/2-. 10' JAMB CEE GIRT SIMILAR (�A-) .W/ (2) 55707 OR QTEATER fOR SPEgAL FRAME CAN BE usL:o r/ a t/2' - - OoJ�� (BY; BULDER) - BASE MEMBER '� _ 6 1%'. AT 11. 1/2' JAMB . SETBACKS _ AUTJI JAMB AND eRT AT BL - W JAYS CAN 1 //Y DEEPER " . .HOLE• FIDD NOTCH FNDGIE :. I - - PG1 CUP c 3 3/4- AT T. B 1/2- ID- G6T•IS _ JAMS CAN A 1 1UPP REEFtR - _ THAN THE JAMB SUPPORT DIRT. THAN THE JAMB Sl1T4RTT GIRT(ONLY EX®ROIL: 11 1 JAYS CRY FLANGE-WEN CORNER COURDH PGV1057 CLIP - 4 3/4' AT 11 1/2' 'ORIS - - - AUW1 JUIB AND CRT AT (iL -SECTION A—A , CAN JAYS AND ORT A/T2'BL FLANGE INTERRREB WIN ENDWAU Mrs. .SECTION _A"-A CAH BE USED W/ B t/2' 1913) Rv. AAs • m.FaW - - pL6.T AR HNnm - - - Nay. b¢�1/fAA• an ,nm - - Rx CITE mJat/4• Rr. Nnm laa MIC4J lay. NNa NN - GIRT CONN: AT CORNER COLUMN JAMB TO GIRT JAMB TO"RAKE BEAM JAMB-BASE ATTACHMENT: GIRT. TO JAMB W512A2 ANY OUTSET CRT AT EW, ANY GIRT AT SW WS20B2. SINGLE OR DOUBLE JAMB; ANY ZEE GIRT WS20B4 ANY JAMB.ANSET ENDWALL " WS20BB SINGLE OR DOUBLE JAMB' WS2OF2 SINGLE JAMB .. .. NOTE: 000R:1mOD AND - SINGLE JAMB-HOOD SUPPORT ItEMSER - - - - - - Svc. :. "ONSIDE OF DOOR G HEADER TO JAMB �Tv6 - - - - : - "OF GIRT . _ - HEADER T0, JAMB - - .. CUP- (PGI) - .. .. CUP (PC 1) .. .. F'ELD LOCATE AND DRILL - SINGLE JAMB . .��31� DOUBLE JAMB 'CORNER CdL►OE " "O . (GCS) ATT GIRT (PCI) _ (GCI) AT 8 1/Y -GIRT- - .. - (2) 9/16- DIA HOLES - - - JANE W COLUMN - - (GCO� (GCA AT 10' GIRT GIRT (GCD-) (GCA-) AT 11 1/Y CRT- '-HOOD DOOR .HEADER. - CUP (JCP) � GIRT . -SUPPORT ND18ER O • B CUP (SEE WS20F2) <� - _ (FIELD LOCATE) GIRT TO . O - . DOOR HEADER � a OUTSET , (4) 1/2- A367. THIN - .g SJDEWALL. GIRT. . ". SINCE JAMB -- HEAD BOLT' (096676) . � . Q � NUT (095032) DOOR HOOD I L.. 9 �� ®fir : ° EQUAL, 3% EQUAL n 10 >t, .. r HEAD BOLT (096636) \' II .. .. _ ' FRAME . GIRT FILLER ANGLE. . .@ 8 1/z' GIRT CVP (CC5) (GFA-) W/ (J) SSJE17 GIRT CLIP ..@ Qi Ht/T (095032) \ . O '/ _ _ .. - 10- CRT CLIP (GCC-)' - (BOLTED)(WELDED) .. OPENING - .- lI I. - 1 .. - 7- & 8 1/Z' GIRT CUP (PCI - - 11 1/Z' GIRT CUP (CC: (•••) (GC64_) ATT [.7FTT (RT FILLER ANGLE HEIGHT OPEN JG I• ]' :•1 .. 10 &.11 1/2- GIRT CUP (GED-) - .. .MAY BE SHOP (GC34_xGC65� ATB 1/2'" GIRT _ GFA_) W/ (4) 55307 . p .. - 'USE' fiCWl -CLIP ON G4GE - . HEIGHT4 1/4' • 11 1/2' MAY BE SHOP .WELDED (GC2, GCB- OR GCZ-) - (GC82_)(GC88� AT IO' GIRT - 1 I - - - - POST* IN LIEU OF PGI' IX:63_xCO67� AT 11 1 Y CMT - SECTION.A-A _ - - �� J 3/Y 08 D/ - WELDED (GCI OR, GCA-). - T GIRT CUP' (GEL-) WELDED ONLY (.- / _ _ SECTION A- A .2.. O TO 1 2- _ - - - SEE DETAIL. WSR002 FOR BOLTED CLIP TO J' GIRT . , NaY. warm m ay. Nam _ .. Atr. Dorm lar. Nam , .. an: oNrF:m Nav: NNam ;EL!!mm/*;--- Nav HNam N AW. NM . Nam . HEADER�TO:JAMB DOOR HEADER' "& HOOD SUPPORT'. JAMB'TO COLUMN CONNECTION JAMB TO COLUMN CONNECTION GIRT CONN."AT CORNER COLUMN ' W520F9 . ANY HEADER, ANY SINGLE JAMB WS21D2 ROLL UP-DOOR. WS21DS ANY OUTSET•GIRTS TO SINGLE JAMB WS21E3 INSET GIRTS, DOUBLE 'JAMB WSR001 INSET GIRT AT, EW. "ANY OUTSET GIRT AT. SW . .. - .. .. .. Z Lu S 08/10/2016 Q* �9T CIV F pF Cp\ \F�" FOR CONST uc nON THE VP ENGINEER'S SEAL APPLIES ONLY 1; UNLESS NOTED, USE 12 X 1112 A325-N BOLT (49080) AND NUT (47120) TO THE. WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING.DESCRIBED VP Bu6dtrigs W/O WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS . DESIGN AND PERFORMANCE IN THE APPUCABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Grde eMemPllts TN 38125 " WALL SECONDARY SED'S 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.: THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIM TO ERECTION - VP ENGINEER S SEAL DOES NOT APPLY _ BUILDINGS. flEV DATE ev DEscarloN BUILDER MODERN BUILDING INC. 160 TO THE PERFORMANCE OR DESIGN OF ' THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 6-0165640 1 1 OF WALL AND ROOF SHEETS. �701fERSteve, Sidce DATE 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN. ERECTING. THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Chico, Cal'rfomia ON .VP BUILDINGS 8/102016 . . - " FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS ORAWING,'ALL APPLICABLE VP BUILDINGS oRAvmuGJECN DESIGN OR PERFORMANCEERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; POSE ' Steve Side40 00 LDCM LDCM REQUIREMENTS SPECIFIED BY VP_ INCLUDING THE CORRECT USE OFTEMPORARY BRACING. auEDERs Poe Mode PAGE 18 .. NTS' .. mJob#16047 ' vvOVER8H0N ,2016.1E °4Mdon (A BIeSeaP4 sd1®Ngs NeRiNNNACI, k:' . _ 8H02016 SEDShBeI 11:22:03 FLENAIS: SlfiGe 40 x 6 . Covering Schedule Trim Schedule Id Qty Length Type Gage OP Fin. Color Direction Id Parts Color Details #11. 20 191.-9 3/4" PR 26 1 G T-D Left to Right T1 (2)'RKF16,RKFl0 Cool Zinc Gray RC30Bl,RS10R1 #12- 20 3'-4" • PR 26 3 G TD. Left to.Right T2 (3)EG201,(6)PCA10A,(21)STR2 Cool Zinc Gray RC03B1,R604B1,RC32B1,RC39A2,RCV324,WC04G1,WCllF1. #13 20 19'-9 3/4" PR 26 1 G TD -Right to Left T3' BSI,FPRFI,GGCI,MCC1 Cool Zinc Gray RC38N1 Oper. Coded=SQ,SQ T4 PRC,.SPC10 Cool Zinc. Gray RC38C4 Oper..Code:3=SQ,SQ TS RKFI6,RKFl0.. Cool Zinc Gray RC30B11RS10R1 Finish:G=Galvilume T6 (3)EG201, (6)PCA10A, (21)STR2 Cool Zinc Gray'. RUM, RC04B1,RC32B1,RC39A2.,RCV324,WC04G1,WCllF1 Color:TD=Standard Color T7 BSI,FPRFI;GGCI,MCC1 Cool Zinc Gray RC38N 1 3 T7 7 -- -- -- -- -- -- -Covering Mark Schedule Id Qty Start Panel Last Panel Direction ' #11 20 R19096261GTD R19096261GTD Left to Right (20) #13. #12 20 P03040263GTD P03040263GTD Left to Right H #1.3 .20 R19096261GTD Rl909626iGTD Right to Left e T4 (20) #12 0 NOTE: Tuf-liter and ridge vent will be field AD located: field work will be required for roof panels.' c 1 (20) #1 • o l ' N N — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —„— — — — T3 — — T2 T3 U L ” , 60'-0" BY BL ROOF COVtRING PLAN ES Accessory Schedule. Q�OF S/0� Qty Color Description Detail O �D A. 3 -White 3070 Door - Standard 3. Cool Zinc .Gray 3070 PR/LR Door Trim.Kit (500/700 Series) 10 0 0 1 Standard Color 12"'x 10' PR Ridge Vent w/ Gear, Screen 6 Damper KIRA11131,ENV003 — 664705 ?k — 4 Not Applicable 3' x'10'-4" PR Tuf=Lite Kit Non =Rated RAOIBI,RAOIB2,RA01133 U) Fastener Schedule 08/10/2016 P Part Description CIV 0097584UNPNTD (T-2) #12.-14 x l 1/4", 5/16" Hex Hd,•SS Cap w/Washer =.Panel to Structural. 0097581UNPNTD (T-1) 1/4-14 x-7/8;", 5/16" Hex Hd,;...SS Cap w/Washer - Panel to Panel • F OF. A C FOR CONSTRUC'nON S NM=40x60 THE VP ENGINEER'S SEAL APPLIES ONLY Ink 1. PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP BuOdings TO THE WORK PRODUCT OF VP AND MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED; REPRODUCED 3200 Players Club tarda MerIgIfils TN 38125 ROOF COVERING PLAN TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY.VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT' PRIOR WRITTEN APPROVAL OF VP 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. REV DATE By : oEscRVTa� B1ADER MODERN BUILDING INC.' JOB ° ' TO THE PERFORMANCE OR DESIGN OF ' THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE lava Sicke 6.016560 REMOVAL OR ALTERATION WITHOUT PRIOR AUII�OWZATION IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT' GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS S 8110/20161 CVSTO�R 3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE LOp17pN CN00, Celi(omia . VP BUILDINGS FIELD CUTTING, SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, 'ALL APPLICABLE VP BUILDINGS oRArrta �u 4. SEE JOB DETAIL$ FOR COVERINGAND TRIM FASTENER SPECIFICATION. DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; °" Steve SiClce 40x60 .. LDCM . 'LRCM REQ UIREMENTS SPECIFIED BY VP. INCLUDING THECORRECT USE OF TEMPORARY BRACING. euEnERa vas vACE . NTS Modem Job #16041 ' vacvERsrorc .2016.1C 19 . .RA's. Sicke 40 z 6 ' 611012016 ' 1122.05 . .. .. FLE 'a 01Mabnof B4eSr4p BJ10@s No,OiAmmka R" Covering Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction #1 7 PR 15'-5 1/2" 26 F K GG -3" Left to Right $2 2 PR .15'-5 1/2" 26 F K GG =3" Right to Left 93 3 PR 4'-.9" 26 1 K GG -3" Right to Left $9 2 PR 14'-2 1/2" 26 F K GG -3" Right to Left Oper. Code:F=CR,SQ Oper. Code:l=SQ,SQ Finish:K=KXL (Kynar) COlor.GG=Cool Granite Gray Covering Mark.Schedule .a nom__ - n.. -..l f- n......1 V------- Ti :e..t iT%4— Trim Schedule. Id Parts T1 DFNI0,JT10 T2 ' DFNI6,HTS10 T3 (1.2)BA125 T4 CT16 Color Details Cool -Zinc Gray WC24A1 Cool Zinc Gray WC24A2 Cool Granite Gray EN52A1,ENVO03,RCOOAI,WCOlD9,WC04G1 Cool Granite Gray WC26A1 Covering Schedule Id Qty Type Start Length Gage OP Fin.Color Direction. $9 20 -PR 14'-1 7/8" 26 F K GG Left to Right Oper..Code:F=CR,SQ Finish:K=KXL (Kynar) Color:GG=Cool Granite Gray Covering Mark Schedule Td Qty Start Panel 99 20 W1401726FKGG Direction Start Dim. Left to Right 0'-0" Trim Schedule Id Parts Color Details T1 (2.4)BA125 Cool Granite Gray EN52A1,ENVO03,RCOOAI,WC0ID9,WC04Gl T2 5CE75,(2)CP510,DN1,(3)DST1 Cool Granite Giay RC38P1 Q Q � 60'=0" BL BL COVERING ELEVATION AT A FESS/0� Y �O . C64705 X z U3 Fastener Schedule 08/10/2016 Q Part' Color Description CIV 0097584-112 Cool Granite Gray (T-2) 412-14 x.1 1/4", 5/16" Hex Hd, SS Cap w/Washer =.Panel to Structural F `FO 0097581-112 Cool Granite Gray (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer 7 -Panel to panel OF. C AL FOR CONSTRUCTION s Name = aD oro wail = 2 . 1: PRE-DRILLING.118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEERS SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP Bufldings COVERING ELEVATION_ AT A MAY BE REQUIRED FOR HEAVY.GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Circle Memphis TN 38125 TO STRUCTURAL BEAMSREQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. REV DATE BY ' DESCRVTc" EUWER MODERN BUILDING INC. 16-01656001 . REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/0R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DUSTOM.R& " 6 Sidce ZZVPILDINGS DATE 3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT . GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 1Du,� CMco, California 8/10/2016 FIELD CUTTING, SEETHE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, vanrEDT Stene Sidce 40x60 .. DRAWNCAEu LOCM :. LOCM 4. SEE J08 DETAILS FOR COVERING AND TRIM FASTENER SPECIFlCATION: REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Mod sui�ERs' NTS .. em Job#16047 vxvERsvt .2016.1c vecE 21 ' . ..i�Erar,�: 8/10/2016 11:22:09 Sidra 40 x 6 ma.ionme.sawe,wa�ena.ra.. covering schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #5 1 PR 15'-5 1/2" 26 F K GG Left to Right T1 DFTI2,JT12 Cool Zinc Gray WC29A1 - #6 3 PR 3'-0" 26 1 K GG 7-3" Left to Right .-.T2 DFTI2,HTS12 Cool Zinc Gray WC24A2 #7 3 PR 14'-5 1/2" 26 F K GG -3" Left to Right T3 (1.1)BA125 Cool Granite Gray EN52A1,ENVO03,RCOOAI,WC0ID9,WC04G1 #8 7 PR 15'-5 1/2" 26 F K GG -3" Right to Left T4 CT16 Cool Granite Gray WC20A1 Oper. Code:F=CR,SO T5 RKFI6,RKF10 Cool Zinc Gray RC30B1,RS10R1 Oper. Code:l=SQ,SQ Finish:K=KXL (Kynar) Color:GG=Cool Granite Gray Covering Mark Schedule Id Qty Start Panel Last Panel Increment. Direction Start Dim. #5 1 W1505426FKGG Left to Right 0'-0" #6 3. W03000261KGG W02060261KGG -3" Left to Right 3'-0" #7 3 W1405426FKGG W1311426FKGG -3".Left'to Right 12'-0" #8 7 w1505426FKGG. W13ll426FKGG =3"-Right.to Left 0'-0" ---- ----o---- a T5'D . .. (3) #6 I . T2 I. CIO b. - - -N tn co C4 Ln in NLn 14 - I: #5 I 7 . F I . • , _ - Ems.,. I ' I I- I' T3-21'=0" T3-7'"0" I 21'-0" 12'-0" L 7'-U" 90'-0" - S /0 41 QRpFES. • BL BL ��P��A Mq'9C: 0 G) COVERING ELEVATION AT 3 C64705- -A z 0 uj Fastener Schedule oB/1a2o1s S Part Color Description 0097584-112 Cool Granite Gray, (T-2) #12-14.x,1:1/4", 5/16" Hex Hd, SS Cap w/Washer Panel to Structural � CIV ��P 9TF pF. CAOF�� 0097581-112 Cool Granite 'Gray- (T=1) 1/4-14 x 7/8"1 5/16-" Hex Hd, SS Cap w/Washer = Panel to panel .40x60 Well c 3 S Nam FOR CONSTRUCTI.ON THE VP ENGINEER'S SEAL APPLIES ONLY 1. PRE -DRILLING 1/8 DWV�TER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS.' R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP BuOdbigs MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE7s AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Cirde Memphis TN 3812s COVERING ELEVATION AT 3 AN TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.; THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP ' v 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. : Bim" MODERN BUILDING INC.' .. REv DATE � By � oEscRvrar REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBfTED. TO THE PERFORMANCE OR DESIGN OF ' THE,GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE. FOR ACCURATE cusTaL�R� SId® rr^ 16560 0 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 8/10/201 3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE LO6"O1 Cfilco, California . VP BUILDINGS 61. FURNISHED BV .VP'EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS DRAWIC Q CK FIELD CUTTING, SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PROJECT 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPEGFlCATION: REQUIREMEPNTS SPER C FIEp BY VP. NCLUD NG THE CORRECT USE OF STEt�ORIiRY BRACING. G P R eu oErravcot Modem �x�DC DESIGN TO ROPE ERECTION, Shire 40 x fi0 LEX NTS .. JDb#16047 ' vPcmtsnro 22016.1c 8I.1DY2016 11:21:10 FLER.Lrf:Sicke40x6 ?a�:�me�sawa�ma,wer .k Covering Schedule _ Id Qty Type _ Start Length .Gage OP Fin. Color Direction #10 20 PR 19'-1 7/8" 26 F K GG Left'.to Right Oper. Code:F=CR,SQ. Finish:K-=KXL (Kynar) Color:GG=Cool Granite Gray Trim Schedule. Id Parts Color Details T1 (2.4)BA125 Cool Granite Gray EN52A1,ENV603,RC00AI,WCOID9,WC04G1. T2 5CE75,(2)CP510,DN1,(3)DST1 Cool Granite'Gray RC38P1 60'=0" BL . e -BL. I COVERING. ELEVATION AT'C 60'=0" BL . -BL. COVERING. ELEVATION AT'C ID • •� �'C64705 x z w. Fastener Schedule 6\�O� Part. Color Description S�q CIV 00.97584-112 Cool- Granite Gray (T-2) #12-14 x 1 1/9", 5/16" Hex Hd, SS Cap w%Washer = Panel. to Structural- TF 0097581-112 Cool Granite Gray (T-1) 1/4-14 x 7/8", 5/16." Hex.Hd, SS Cap w,/Washer"- Panel to panel. F. CAL FOR CONSTRUCTION .. S Name =aoxso wan.a. . 1', PRE-0RILGNG 1/6 DIAMETER HOLES FOR STRUCTURAL' FASTENERS THE VP ENGINEERS SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED - VP Buildings TN COVERING ELEVATION AT C MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED: REPRODUCED 3200 Players Club Cirde Memphis 38125 TO STRUCTURAL BEAMS REOUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP ` 2.. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. , VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. uEv wre By oescaviv+ ERN BUILDING INC. 16560-01 REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATIONIS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF " THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE . MZMWRS Side DATE 3. DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THIS LOU"0N Chico, Califortria : VP BUILDINGS 8/102016 FIELD CUTTING, SEE THE COVERING SCHEDULE FOR CUT LENGTHS. •' . FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,PROJEcr . Stave Sidra 40x60 DRAvaaC1ECK LDCM' .. LDCM ' 4. SEE JOB DETAILS FOR COVERING TRIM FASTENER SPECIFICATION: REQUIREMENTS SPECIFIED, BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING., . Bu�oEBs vao _ MOda NTS m Job #16042 ' vvc vEcn 016.1c '"�23 . .. .. •. - .. •. ..1 BI.1 D/2016 11 71:1 F�FlN�E: S•• ldrs 40 X 6 lep adW.1 0 BlsScope BtlWIOMMek..ft:' . z. w r rLLI G UAL;L cx••• = COLUMN (PLATE) "' ' " - '- """ " ' �TH CODE I = INCHES PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: 3/16' x 1/4* TAPE SEE RU Nd FOR STANDARD I = INCHES 0 - OPERATION CGX••• - COLUMN (GAGE) / / A! FSNR NUMBER AND PATTERN E- EIGHTHS C - FIN COLOR PR ROOF PANEL MARK NO.: R F F I I E G G O C C C E_ EOiTTHS MASTIC (025390) / WCX••• = COLUMN (HOTROLL) IENG'M CODE G - GAGE REFER TO: 12-14 z 1 1/4' ROOF SEE AOlE3 FOR UL90 PANEL/COVERING PR RIDGE PANEL MARK NO- P F F I 1 EGG 0 C C C O - OPERATION VARCO PRUDEN BUILDINGS STRUCT FSNR (574«) j 1 2 ®FSNR NUMBER AND PATTERN W 1 3 1 1 7 2 6 1 K T D RBX••• = RAFTER (PLATE) UINGTH CODEC- RN/COLOR 1 2 3/16' : 1/4' • F F 1 I EGG 0 C C C BGX••• - RAFTER (GAGE) TAPE MASTIC LENGTH CODE WRx!•• RAFTER (HOTROLL) 36' CWERAGE BASIC PANELS k ACCESSORIES ROOF STITCH CONT. (025390) INSULATION TR%«• =TRUSS RAFTER ts- t. sMSMOOTHF" t 3/18• 47 - EXTERIOR 1 B 1 3 0 1 0 3 6 0 3 0 N V ICX••• - - INTERIOR COLUMN �� r SURFACE - •• F I I I C C 1 LENGTH I WIDTH THK CODE PCX••• -PIPE COLUHN 2 31/� 1 2 3 1 TC%••• - TUBE COLUMN eEARNNc I3XS / SECONDARY (STANDARD) PANEL RIB ROOF AND WALL PANEL (PR) 0 8 2 1 9 1 1 4 1 7 - - - -- EPX••• - ENDPOST` (PLATE) • F F I I E G G • • • • • EGX••• - ENDPOST (GAGE) DEPTH LENGTH GAGE ADJUST -CODES . SHAPE CBX... = CANOPY (PLATE) �R NA11 PANEL MARK NO.: R R i i I l E D G O C C C PANEL RIB TUF–UTE SECONDARY (SPECIAL) C8X... = PIGGYBACK CANOPY LENGTH SDE - TDF -LITE TRIM (HLT-) . 0 1 0 6 2 1 9 1 1 4 1 7 - - - DCC- - 8 1/2' GAGE POST 36' COJERAGE - The 8etd quide for correct NmtaletW of Vargo AND. RIB INSIDE CLOSURE jUF-LITE •• T F 1 I E CC (80130) DCE••- - 10' GAGE POST tr �KOKm1 Pruden's W I and Roof Systems, Tuff -Lith, AS ISOLATION SPACER TOP OFj COINIFROEP}H� LENGTH GAGE ADAIST.CODES 1' ExTWOR 1 3/16' SHAPE T7'P. TYP� I Nalffte% Deors. Windows. Cutlers and TrM. PURLIN F 1 A071i1 FOR STANDARD (0253 z 12 ROWS TAPE MASTIC ROD BRACING 2 5 1 0 RS - THREADS BOTH ENDS 2 3t •� _ _T - SEE nn AT LOWER ENDLAP RONLYY FSNR PATTERN I E F F I 1 RT - THREADS ONE END - CLEVIS ONE END AOtF3 FOR UL90 RU - GEMS BOTH ENDS RPR WALL PANEL SEE FSNR PATTERN DIA LENGTH RP = THREAD BOTH ENDS - NO HILLSIDES ISACK COVER: 400.7 BASIC PANELS AND ACCESSOR - MARK NUMBER KEY PR ROOF & PR/RPR WALL PANELS BASIC PANEL AND ACCESSORIES PANEL RIB ROOF TUF-LITE PANEL RIB ROOF TUF-LITE m. aTE•aq/nM m x6 01 m. OaeelAfp moll m . ftO AnA4 IIx x6 m . o.¢•m tlK Nam o.¢ m. xn a EN50B1 COMMON GENERATED MARK NUMBERS EN52A1 ENV003 CONTAINS: PR ROOF - WALLS: PR, RPR, VR RAO1B1 ENDLAP RA01B2 STANDARD SIDELAP RAKE FASCIA, (RKF-) BOTTOM OF - ROOF SHEET 12-14 X 1 1/4' ROOF STRUCT FSKR O 1'-0' O.C. -3/16' x 1/4' TAPE MASTIC / CONT. (025390) $ ' 4x12-14 z 1 1/4' CLOSURE _PANEL WALL STRUCT FSNR REFER TO BASIC ERECTION GAME FOR (2) PER FOOT O PANEL RIB 3/16" z 1/4' TAPE MASTIC (1) PER FOOT O VR OR RPR C� 1'-D: 1'-0' 1'--0' s12-14 x 1 1/4' ROOF 1'-0' 1'-0' I'-0' WALL STITCH FSNR - INSTALLATION DISTRUCTIONS _ OUTSIDE CLOSURE CONT. (025390) 1/4-14 x.7 /8' ROOF VEE RIB (80362) 'RPR (8013D) WALL PANEL STRUCT FSNR (0975E14-) 3 PER f00T *USE 12-14 x 1 7/8' FSNR IF PANEL RIB INSULATION THICKNESS IS , 4' "" uv wm PANEL RIB ROOF RAKE TRIM RC3OB1. STITCH FSNR 1/4-14 z 7/8' ROOF - " ATTACH (SPC-) T RIDGE VENT (RKF-) W/ 6 POP w - - PEAK CAPTAL STITCH FSNR (�-) CUTAND FOLD CIV ��\P OFPRC AS REO'D F QF CA\-\FQ FOR CONSTRUCTION xsz. rrmmpeps m.rnm - METAL PEAK CAP - RC38C4 TO RAKE FASCIA ATTACHMENT (P -RIB ROOF -ONLY) BIVP ANTI -CAPILLARY 1 PER PURLIN 1/4-14 x 7/8' ROOF 8T. TRIM SED'S - REV DATE BV DES—TION euMER MODERN BUILDING INC. JOB 16-016560-C BEAD cuslar.ERSleve SldKB •� � DATE - STITCH FSNR (097581-) 8/10/2016 - RO' °ECT Steve Sidle 40 x 60 - wxroowane NTS B1RDEP5°O' Modem Job #116047 e12-14 z 1 1/4' Ri:) °A .24 1 PER HIGH R AT LO R 8/10/2016 SEDSheet 1122:15 FLE"A`E: SNcke 40 x 6 . ah 4anof 81eSwA• Bdtae• MNrA roeu, k. - - - STRUCT FSNR AND UPPER ENDLAP 1/4-14 x 7 /B� 1T OR 9' 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS 2. PER f00T- STITCH FSNR. i1020AT FOUND iN THE ERECTION GUIDES. REFER TO THE ERECTION 1/4-14 x 7/8' ROOF ENDLAP do RIDGE CAP s.2-14 x 1 ' ROOF UPPER PURLIN (S76") 1/8 x 1' GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND STITCH FSNR ROO 4-) R ( STRUCT2-14FSNR 1'-0' O.C. TAPE MASTIC ACCESSORIES NOT DESCRIBED IN THE SED'S. - 1 PER PURLIN AND 1 PER SPACING r -AIL 1 PER FOOT. (027893) - - BOTH SIDES 2. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND 0/2-14 x 1 1/4- ROOF OF CLOSURE OIL AT MASTIC AND SEALANT LOCATIONS. BEARING EDGE STRUCT FSNR - .. - .PURUN 1 PER FODT x t 1/4' ROOF 1/4-14 x 7/8' ROOF INTERMEDIATE PURLIN 1/4-14 x 7/8' ROOF INTERMEDIATE PURUN r2, STRUCT FSNR STRUCT STITCH ' STITCH FSNR (097581-) 1 PER PURLIN AND . - 20' O.C. AT EACH SIDELAP 7'-?. BElpty1'72 - C04B1 1 PER SPACING .. 412 Q SEE FOR SFASTENER PATTERN ® TD 412-14 xF11 4' ROOF -12-14 z 1 1/4' ROOF - q?Tq - - SEEFOR UL90 FASTENER PATTERN 2 PER FOOT STRUCT FSNR (097584-) 3 PER FOOT LOWER PURLIN OUTSIDE _ ' - SEE FOR ICE DAMMING FASTENER PANEL SIDELAP BUILDING EAVE -USE 12-14 x'1 1/2' E097585-) CLOSURE (�40) - . DETAILS QUALIFY FOR AIR PATTERN *USE 12-14 x 1 1/2' FASTENER Nf1EN BLANKET INSULATION THICKNESS IS FASTENER WHEN ET NSUVTKkI - INFILIRATION/WAl17t PENEIRATI 00484 FOR UL90/ICE DAMMING SEE GREATER THAN 4' - THICKNESS IS GREATER THAN 4 RATED ASSEMBLIES. = FASTENER 'PATTERN , WR9!/15/1! TER xa Ot PANEL RIB. ROOF TUF-LITE MTC•M 4 MC Is. 01 - RIDGE VENT m. a1a±0)�ef/b rxK ram .. NOTES . Trac A] LEY. rra d - PANEL RIB ROOF -STANDARD WTC•r1/IAIU m. rIa N . PANEL RIB ROOF FSNR PATTERNS RAO1B3 STANDARD FASTENER PATTERN RA1181 PANEL RIB ROOF RCOOAI RIC 3B1 PANEL SIDELAP RC0481 STANDARD RAKE FASCIA, (RKF-) BOTTOM OF - ROOF SHEET 12-14 X 1 1/4' ROOF STRUCT FSKR O 1'-0' O.C. -3/16' x 1/4' TAPE MASTIC / CONT. (025390) $ ' 4x12-14 z 1 1/4' CLOSURE _PANEL WALL STRUCT FSNR J (2) PER FOOT O PANEL RIB ed7sG (1) PER FOOT O VR OR RPR C� RAKE CHANNEL 1/4-14 x 7/8' FACE OF WALL PANEL WALL STITCH FSNR ® r -D' G.C. _ OUTSIDE CLOSURE PANEL RIB (80140) PR / VR VR VEE RIB (80362) 'RPR (8013D) WALL PANEL HSIDES OF *USE 12-14 x 1 7/8' FSNR IF I . INSULATION THICKNESS IS , 4' "" uv wm PANEL RIB ROOF RAKE TRIM RC3OB1. ALL PURUNS AT PR, VR OR RPR WALL THRU 2:12 RC3281 I PR, VR Oh RPR WALL THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. 3/16' ; TAPE N CONT. I LOWEE ROOF SHEET RIB HEET 4 NOTE: SUBSTITUTE 1/8' X 1' TAPE MASTIC .(027893) FOR MIAMI-DADE AND BROWARD COUNTY,FL REOUIREMENTS (NOA NO. 09-0402.21) (EXPIRES 03/07/2014) J I RC3481 ' RIDGE CAP ENDLAP VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. APPLY 3/16' x 1/4' CLOSURE _PANEL RAKE FASCIA TAPE MASTIC (025390) SEE DETAIL PANEL RIB INSIDE VEE. RIB (80352) APPLY 3 6' X 1/4' TAPE RC39A2 OR RC39A3 CLOSURE (80130) 1/4-14 It 7/8' WALL FACE OF WALL PANEL FOR GLITTER 3/16'x 1/$,TAPE _ STRAP - 1 MASTIC (02539 ) ROOF STITCH FSNR ' I ATTACHMENT HSIDES OF I . �. RC3281 I PR, VR Oh RPR WALL THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. 3/16' ; TAPE N CONT. I LOWEE ROOF SHEET RIB HEET 4 NOTE: SUBSTITUTE 1/8' X 1' TAPE MASTIC .(027893) FOR MIAMI-DADE AND BROWARD COUNTY,FL REOUIREMENTS (NOA NO. 09-0402.21) (EXPIRES 03/07/2014) J I RC3481 ' RIDGE CAP ENDLAP VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. APPLY 3/16' x 1/4' CLOSURE _PANEL RAKE FASCIA TAPE MASTIC (025390) NEL RIB (80140) (RKF-) B/W PEAK CAP & RIB CAP VEE. RIB (80352) APPLY 3 6' X 1/4' TAPE RPR (80130) MASTIC (025390) UNDER 1/4-14 It 7/8' WALL EAVE GUTTER STITCH FSNR 1'-0' O.C. (EG-) _ i/4-14 x 7/8' PANEL CLOSURE ROOF STITCH FSNR ANGLE (PCA-) 1 PER STRAP AND i PER /'-0' WALL PANEL RC3281 I PR, VR Oh RPR WALL THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. 3/16' ; TAPE N CONT. I LOWEE ROOF SHEET RIB HEET 4 NOTE: SUBSTITUTE 1/8' X 1' TAPE MASTIC .(027893) FOR MIAMI-DADE AND BROWARD COUNTY,FL REOUIREMENTS (NOA NO. 09-0402.21) (EXPIRES 03/07/2014) J I RC3481 ' RIDGE CAP ENDLAP VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. APPLY 3/16' x 1/4' RAKE FASCIA TAPE MASTIC (025390) - - (RKF-) B/W PEAK CAP & RIB CAP APPLY 3 6' X 1/4' TAPE MASTIC (025390) UNDER EACH EDGE OF RIB CAP RAKE FASCIA X1/4-14 % 7/8' _ lO LAP UNDER ROOF. STITCH FSNR PEAK CAP (6) PER PEAK CAP LUN r F. E S Q\p A PEAK RIB CAP /S/�0 (PRC)�O -BEND AT CENTER RDDGE, `C �.P O <C/ FOND AND SEAL OVERLAPPING EDGES AS REQUIRED V O o; C64705 X ATTACH (SPC-) T z (O (RKF-) W/ 6 POP w RIVETS Z) PEAK CAPTAL 08/10/2016 ��T (�-) CUTAND FOLD CIV ��\P OFPRC AS REO'D F QF CA\-\FQ FOR CONSTRUCTION xsz. rrmmpeps m.rnm - METAL PEAK CAP - RC38C4 TO RAKE FASCIA ATTACHMENT (P -RIB ROOF -ONLY) BIVP Buildings 3200 Players Club Cirde Memphis TN 38125 COVERING 8T. TRIM SED'S - REV DATE BV DES—TION euMER MODERN BUILDING INC. JOB 16-016560-C cuslar.ERSleve SldKB •� � DATE - VP BUILDINGS 8/10/2016 `OGTgN CNco, CBliforr j8 RO' °ECT Steve Sidle 40 x 60 DRAww_t6 K LRCM wxroowane NTS B1RDEP5°O' Modem Job #116047 vPCVERsK*t 2016.1c °A .24 8/10/2016 SEDSheet 1122:15 FLE"A`E: SNcke 40 x 6 . ah 4anof 81eSwA• Bdtae• MNrA roeu, k. RAKE FASCIA LAVL l.0 I ILH %G-) - -' 12-14 x 1 1/4' (RKF-) - ROOF STRUCT FSNR .INSTALLATION - 1 PER STRAP DIRECTION PANEL RIB FILLER - -(FPRFI) FASTEN IN BIRD STOP - 1/4-14 x 7/8" ' ..PLACE W/ 4 POP PLACE FASTENPOP PLACE DOWNSPOUT STRAP CUT AND TAB HOLE IN _ ROOF STITCH FSNR RIVETS W/ 4 POP PoVE13 (0511) FASTEN TO EAVE GUTTER (EG-). - 6 PER PANEL ' _ WALL PANEL WITH SEAL NIPPLE TO CUTTERCONNECTION WITH BRONZE 2 1 4 �j//g8 SiCIN10NC4T. SEALANT . . / . WALL STITCH FSNR SEND TAB TUBE SEALANT (80507)' � ANEL RIB _- 80507 ( ) A - CUTTER CLOSURE TO SECURE BOTH .. HALVES OF STRAP - - CAP SHEET (P-) 7 STENT (CAC-) FASTEN IN (05�) TOGETHER DOWNSPOUT NIPPLE � .. ROOF S1TCH I" ROOFS FSNR • PLACE W/ 10 POP (DNI) FASTEN 0U 1.�PER STRAP TRA - RIVETS - EAVE GUTTER W/ ". W.P. 2 STRAPS PER 8 POP RIVETS Ils" X 1' TAPE -MASTIC . 10' SECTION OF - (027893) .. - DOWNSPOUT - - ON TOP OF 3/16' x 1%4" - ' . - - - GUTTER STRAP (STR2) GUTTER - TAPE MASTIC RDCE PURUN . - .. . SEAL INSIDE STRAP UNDER CONT. (025390) -LAP METAL CORNER ? /j CAP MOC1 W/ ?� \ .. PERIMETM'OF - ROOF PANEL - 3'-0' O.C. - - - RIDGE EAVE. GUTTER .:3•.AND FASTEN . 8 POP RIVETS - CLOSURE W/. BRONZE TUBE DOWNSPOUT ELBOW (5CE75) FASTEN TO .. " DOWNSPOUT (CPSIO)- - .. _ _ - _. PURLPI ..BATH (9). I/8' -POP ' - SEALANT DOWNSPOUT W/ 2POP - FASTEN TD DOWNSPOUT - - EAVE W77FR ROOF PANELSINTENTIONALLY. RIVETS CUT AWAY SHADED AREA (80507) RIVETS. NIPPLE w/ 3 POP RIVETS - (EG-) 1/4-14 x7/8' - - NOT SHOWN. .. _ ROOF STIT7 FSNR EAVE GUTTER 45' EAVE CUTTER (EG-) .. SEE ERECTION DINGS 1 PER STRAP AND t PER 1'-0' .. - .� (EG-) . FOR QUANTITY OF . DOWNSPOUTS NOTCH DETAIL - - A -q a¢m/mAa +ct n m EAVE GUTTER CORNER ASSEMBLY M¢•ro tlr.' n m DOWNSPOUT ASSEMBLY" «om PANEL RIB GUTTER PANEL RIB ROOF - TRIM SPLICES " " RC38N1. - ALL SYSTEMS . - - RC38P1 - ALL SYSTEMS . "" - RC39A2 - STRAP ATTACHMENT - - RCV307 :. RIDGE. CAP.SIDELAP ,(1/2:12 THRU 2:12) - .RCV324 EAVE GUTTER SPLICE- " 1/4:-14 x 7/8'. WALL STITCH FSNR: 1 PER.SUPPORT - - - FACE OF - ' RAKE CHANNEL :-. .. AND R'GIRT SPACE _ KE. :. WALL PANEL .. .. .. - BOTTOM OF. .. .. . ' - ENDWALL _ SSRCHD-- AT 'T PURLINS .. _ '. .. .. 4RS Z i5NR5 REQb'WHEN SPACE RAKE MEMBER' ME - SHEET ' : Q - (1) 1/4-14 x 1_1/4' lR�--) AT B'1/2' PURLINS ' .. _ .. .. - - - .. - EXCEEDS 6'70' .. .ROOF. @ .. .. - - - 1/4-14 x'7/8�. WALL STITCH WALL STRUCT FSNR (RCHE--) AT 10"-PURUNS _ 1 CLEARANCE FSNR- BLL .. (55307) ' (RCHC=-) AT 11 1/2` PURUNS :: _ - FSNR. CRIMPED, BASE NOTE: A. CONC. "MUSTBE LOCATED _ .. BETWEEN. ROOF: _ - ' t'-0'' D.C. . WALL - .. .. PANEL RIB WALL' LESS THAN 6' FROM EACH END OF THE .. - t2-t4_Y.1 t/4' .. NIERNE01AlE _ W.P. AT OU15mE_AND WALL AFUaU� .. ' BASE MEMBER: -� � � - WALL STRUCT - WALL GIRT .. F waLL 0 PAND_ _ -----=---------- _ - .. FSNR.i - . - 2 PER F00 - - . (A _ - BASE ANGLE -(BA-) HIM - ' S_ t2-14 ■1 1/4' - SHDWN,.NAY BE - . ' �.. WALL STRUCT -.BASE GIRT (BG-). - :. I VE STRUT .. a FSNR OR CONCEALED BASE (CDA), - 72-14-x 1 i/4' _.. X12-14 x 1 1/4' . 2 PER FOOT - .. WALL STRUCT .- ' WALL'STRUCT FSNR. - - _• . - FSNR.4- 2 PER i00T O PANELRIB FINISH FLOOR t PER FOOT. - 1'PER,FOOT-O VR ;@ RPR .. . \ . . OR. TOP OF - - AT INT ORTS - .. CURB WALL ASE MEMBER .IF 11 .. _12-14'x11/4' - - _ WALL STRUCT - PR. VR ORRPR OUTSIDE CORNER - DO MOT FASTSL ' : - F . ' .. SNRRt • ALL L W PANE FLASHING (CT ) - . PURUN MUST.. CONCRETE FASTENER 2 PER 'FOOT ?ANEL SIDELAP - FREE TO ROLL .. 24' OX, (BY BUILDER) .-.' .. .. @- .. .. FUSE 12-14 x 1.`7%8' FASTENER W1EN .. .. .. - .. " , .. . ' _ - BLANKET INSULATION THICKNESS IS GREATERj1HAN 4"' - .- i USE 12-14 x 17/8' FSNR'IF - INSULATION THON xu. oamN+/oo +Kv.nm pR 'ROOF RAKE CHANNEL' -TO PURUN' ` - ALL'PURLW-DEPTH&'(ALL WALL: BASE Of WALL 'ATTACHMENT .' WCO1D9. - CRIMPED BASE PANEL WALL '0°110^'^' ""'N°01 PANEL RIB -WALL WCO4G1_ - "' FASTENER PATTERNS OlV'0"111 ° PO'' .-. 'PLR, VR'&.RPR WALL- EAVE : WC11Fi .STANDARD EAVE PURUN '°1G0'j''R'00 WC2OA7 " - OUTSIDE. CORNER 'TRIM' -. "PANEL RIB WALL ' RS1OR1 PANEL RIB .. .. - - .. , ,.. DOOR FLASHING .." . .. ... WALL PANEL .. .. .. .. .. SECTION A -A: .. - ' - PANEL RIB 12-14 x.1.1/4'' WALL PANEL " WALL" STRUCT : - HEADER TRIM (HTS-)' - - .. - _ FSNIL - .. .. •. ` _ _ .. .. .. _ E S,SjOA,. - 12-14.x1 1/4' wS'IALL. STRUCT- .. .. - .. . .. ' . .. .. _. .. PROF . ,Y A . - _- ,. ,- �O - I12-14SiF:U 1/4 .. .. `V 0' ZG.), .. .. .. .. Vi �.. 64705,WALL X .. .. .. ," _ Z A. - FSNR.'- _ _ _ _ - L'7 .2 PER FOO ' DOOR FLASHIN JAMB TRIM . A .. * 08/10/2016 ' - (JT-) . - DOOR HEADER - Lp"CIV ��\P " . .. • - .. FOR CONSTRUCTION F pF CAS -SFO ' xn O-07/o,ioa a nm JAMB TRIM AT OVERHEAD .DOOR. TRIM - -Al : WALL TRIM AT DOOR HEAD. - - ' RIB'W1LL :. .. WC24A2 - :. '" OVERHEAD. DOOR OPENING . _- - : THE VP ENGINEERS SEAL APPLIES ONLY VP BuOdings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDBI TN COVERING & TRIM SED'S ' DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED; REPRODUCED 3200 Players Club Cirde 1Yi mphIS 38125 , . REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP Rev .. DATe er oescRVTON ERN BUILDING INC. 16 016560-0 1 VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE, FOR ACCURATE GUSTOMERSteV6 Sidle " DATE - ANY OTHER PRODUCT OR COMPONENT . GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THISLOCATEN VP BUILD INGS 8/10/2016 oo. Celifomia FURNISHED BY.VP EXCEPTNY .TO A DRAWING, DETAILS REFERENCED IN THIS DRAWING,"ALL APPLICABLE VP BUILDINGS .• DMWWCIECK - DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION;' .. Steve Side 40 x 60 LDCM LOW _ppmuEcT RS I � NTS Modem " vAeveRscN ,2016.1025 FAG.E REQUIREMENTS SPECIFIED BY VP. .. - INCLUDING THE CORRECT USE OF TEMPORARY BRACING.. - . .. - - .. FIFNME: .. adhfaiancf8km mp B.e®.ga Nx°+Ane.rm.I . . • 811 . 6 0/2016 SEDStteet , ' 1122.1 Silice•40z6 � . NOTES 1 LOCATE ANO;INSTALL DOOR AT 41E -APPROPRIATE LOCATION. . I T E 2. FIELD CU AND NOTCH dRT SD TN AT IT CAN 8 • FIT IN OF THE DOOR SUB fSTAME m ' 3. INSTALL BASE •L OR SIIIFRAME 7D SUPPORT DOOR 90E dRT'AT OESIREO HEIGHT. — — ----- r • • 4, OJSULL GIRT TO BA SE•'L,CHIP' 9• 3 :I _ I I _ , ICATES THE EXIEPoOR FACE, OF 1}tE STRUCTURALS TO MMICH THE PANELS ATTACH. - INDICATES THE EXTERIOR FACE OF THE STRUCTURALS -TO WHICH THE PANELS ATTACH. INDICATES CENTER UNE •• ° ° FE S/0 A Mq�gl SECTION A � A U co x 064705 .. x z c� w * 08/.10/2016 O—DOWN OWvNOKN CIV ESS GIRT/ALL WALLS RW►wwe�F:10-024-01 OF Cp11as . IIKSTKDG4 . RVp01 n B B-081380 00 04/08/11 04 B I FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPUCABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED VP 6uUdVgs 3200 Players Club Circle Memphis TN' 38125 &081380 - REQUIREMENTS SPECIFIED BY VP.. THE VP ENGINER EER S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP .. BUILDINGS. _ REY DATE � BY ' DESGIi1XM MODERN BUILDING INC. ' - ., gI5TD0�RSteVB Sidce 16-016560.01 . THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE • . ANY OTHER PRODUCT OR COMPONENT .FURNISHED BY VP TO ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE �VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; , �=BUILDINGS 8/10/2016 �Oumw� Calitomie _ -DRAWNCWCK " aw�ECT 'Steve Since 40 x 60 LDCM LDCM BULDERS FWO � NTS' - Job#16047 vvcvERspt .2016.10 PAM .26 . REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. " 6/10/2016 $ED$heet 14:15:29 FIEN•1"E: Sioke40x6 ' aaww•aBi.smwRmere>wma.k.. Z-PURLIN Z—. PURLIN Z—PURLIN GENERAL NOTES pNNE� GIN Tp (�NNECTION TO PURLIN 1. CONCENTRATED NCENTRA DESGNDS BUILDINTHAN S N 2,00lbs ON ANY SINGLE PURLIN MUST BE EXPUCITLY LOCATED AND DESIGNED NOT BY BLUESCOPE !N ANCL' � HAN�R (NOT BY BLUESCOPE) OT BY�BLUESCOPE�I 2. SPECIFIED CO LATERAL GADS MAY�COND TO SAFE CO CENTRATEp LORDS AS FOLLOWS WERE P = MAX f SPAN (ft AHA LOADCERS Hs (ILD BEUNIFSM C A RAL LOAD (PSF x PURUN SPACING (ft) = Ibsjft; L = PURUN i HANGER LOAD BENT PLATE OR STRAP PPROX. EQUAL HANGER LOAD { HANCOTBY ER LOAD LUESCOP �P. lP 1 P 1 P 1 P P MAX= 0.50d P MAX= 0.4MI P MAX= 0.25W1 WM HANGERSFOR (� ` RE g R 1/2- D�tAM. 8 OLT TO PURLIN CONNECTION— MAX HANGER LOAD=15001bz PURLIN MUST BE SPECIFICALLY DESIIGNNFOR LOADS GREATER TH500 LB. SEE NOTE #Z. ` `P r r r P MAX OW x HANGER S ACIUGLIN P MAX= 0.2wl P MAX- 0.1581 WADE THROAT BEAN EXAMPLE: A PIPE IS SUSPENDED FROM A PURLIN AT 3 -LOCATIONS EQUALLY SPACED E y� BAY SPACING = 24'-0' PURLIN SPACING = N-0" URI'IN RL�T Z--PURLIN SPEcinED COLLATERAL LOAD = 5 PSF BY BLUESCO E) HALF FLANGE W = 5 PSF x 5 FT = 25 PLF L = 24'-0' WIDTH HALF FLANGE PMAX — 0.25 x 25 PLF x 24'-0" - 150 LBS AT EACH LOCATION WDTM FELD DRILL HOLE THE PURUN CAN SUPPORT 3 LOADS UP TO 150 LBS EACH. PICK A HANGER CONNECTION Z— PURUN FOR R00 IN'O -BOTTOM CAPABLE OF SUPPORTING ACTUAL APPLIED LOADS. ATOCAUS OF THIS AFLA YIIEELIP T Y F C� DF PURUN _ FiLATTENINCON GEggR ROD (7 lS MAX HOLE) 3. FOR LOADS GREATER THAN_ 250 lbs, PURLINS MUST BE 'BLOCKED' AT LOCATION OF LOAD TO PREVENT PURUN .ROTATION. LUESCOPE) 4. EQUIPMENT LOADS SHOULD BE OBTAINED FROM CERTIFIED EQUIPMENT DRAWINGS AND MANUFACTURER'S DATA. VERIFY OVERALL PURUN DESIGN CAN TAKE APPUED LOADS. SEE NOTE #2 5. Z-PURUNS HALL DEFLECT UNDER SNOW AND WIND "LOADS. ITEMS THAT MAY BE DAMAGED DUE TO DEFLECTIONS,. (EX. GAS' UNES) VERIFY THAT PIPES OR SUSPENDED EQUIPMENT ARE COMPATIBLE WITH EXPECTED DEFLECTrim RANGES (11/180) MAXIMUM LOAD SUSPENDED FROM BOTTOM FLANGE (LOCATED AT HALF—FLANGE WIDTH) Tl lCKNES5 MAX LOAD. THICKNESS O.D86' MAX LOAD 200lbs 0.060" 110lbs 0.0687. 120168 0.098' 1 250168 0.073 140lbs . 0.079' 180lbs • 0,113' 2501bs 6. THE NA71ONAL FIRE BE BLE TO SUPPORTEOTF�TIIS ODA I AS N0 I TION PCESRARYFl D SIGN pTHESSUPPOR NG NEM AW RF UIRE R HANGERS TO BE HFORG THIST%,ADIN MUST COMBINATION WITH THE DESIGN LOOS. 7. JUSPENDED LOADS HALL' NEED TO BE BRACED (TO" THE; PRIMARY FORCE RESISTING SYSTEM) FOR LATERAL STABILITY DUE 70 EARTHQUAKES. B. HANGER DESIGN IS NOT THE RESPONSIBILITY OF ggBI�LLEppS��COggPE. p C p ME - :9: TTOP fLLAANN 'HAFGOp SFLANef&GAERS ARE REQUIREID.OPLA E THEIHAN ERS AT THEE ROOF PANE NMA�JOROCORRUGATION' LOCATION TO AVOID DAMAGING THE ROOF PANEL WITH THE HANGER WHEN THE ROOF PANEL IS LOADED OR WALKED ON. FOR LOADS LOCATED MORE THAN. HALF FLANGE WIDTH FROM WEB. USE HALF DF THE. LOADS SHOWN ABOVE 10. WHEN BEAM C -CLAMPS OR OTHER ROD HANGERS ARE USED ON THE TOP FLANGE THE*ROD SHOULD NOT EXTEND ABOVE THE. TOP OF THE CLAMP T0. AVOID DAMAGING THE ROOF PANEL WITH THE ROD WHEN THE ROOF PANEL IS LOADED OR WALKED ON BOTTOM FLANGE CLAMP HANGER BOTTOM FLANGE ROD HANGER,- " . (TOP FLANGE SIMILAR) (TOP FLANGE SIMILAR) e R A S — ' . 11: DO NOT HANG 'ANY TYPE OF CRANE HOST CONVEYOR O ANY MOVING LOAD FROM THE Z PURLINS. DO NOT.USE ANY OF THE DETAILS ABOVE IF' ROOF SLOPE IS GREATER THAN 4:12 12. DO NOT HANG ANY LOAD FROM EBNA SUPPLIED .PURLIN BRACES OR BRIDGING. 13. DO NOT WELD ANY PART OF THE Z—PURLIN, Z—PURUN HANGER ASSEMBLY (NOT BY BLUESCOPE) 14. HOLES MUST NOT EXCEED 9/16" DIAMETER 'UNLESS AUTHORIZED BY BONA ENGINEER, DRILL OR REAM -HOLES WHEN Z—PURLIN REQUIRED— DO NOT FLAME CUT. Rt� RI HALF-PUII'M HALF FLAK Q�OF.ESS/p N9 �PFiO A' w V O U \ R p pyo HANGER ASSEMBLY D: C647OS EA�PAI RLIN FOR (NOT BY BL ESCOPE) �. X Z !HANGER LOAD !HANGER LOADuwl * 08/10/2016 s> CIV Q CONCENTRATED LOADS ON ROOF DOUBLE PURLIN HANGERS '9TF O� Z=PURLIN HANGER DETAILS VERIFY OVERALL PURUN DESIGN CAN SUPPORT APPLIED LOADS OF CpL1F a...er ,• oRauv,Nr®e:.60—aha-01 BE51n RBINTON N. .. nierneua Den eeRM - .. 02/26/11) 11 to B . _B 081'4$5 07 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND - - - DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP.. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT i FURNISHED BY.VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED. BY VP. VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FOR CONSTRUCTION VP Buildings 3200 Players Club Clyde Memphis TN 38125 M81465, DATE BY • DESORPTION BIRDER MODERN BUILDING INC. .. .. .. .• CUSTOMR .. . Steve Sidce . LOCATION Chico, C81if6ni8 . VP BUILDINGS v cT Steve Sidle 40 x 6D �owaoe NTS &"DEirs°O0 Modem Job#16047 :v°tvERspt 2016.10 8/10/2016 SEDSIwl: 14:16:45 Fk"NA 'Sid(e40x6 eaNe onm BleSmp BJ1&pa Num Am" 16.016560-01 BUILDINGS1 8/1012016 n.acBi - LDCMI LDCM xc 2016.1e '"°E28 OR ri.NAmeAn, R: -A/' INSETCMK TO BENA 1 1RCBNi �BC iD uK iC �hT 1fA e eJ O AVE STRUT BRACE STRAP E• Sal O O B'�8� 76S 6 � THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. eO e d O a LCCr,7' CNcD Califomie PRO1KT Stere Sidce 40x60 NTS' BULDErrs PDQ Modem Job #16047 0 R01 CUPARM °° (OUTSqP.DJC1- °' I�DJC2_ °°" p ,DJC4L_ °°°� _ ,EAP1 ��► GDWRAME °� � PTEE"MEAP2 ESBS1 ,2 SLOPE r— a - 0CIO Oil -s. \ —B°L'm Smm PLAM ESH ' yyy GC18 a1 _ I7WP MSET �SR" 'TOPvm GC19 _% ORT ouuR`GC53 VARIABLE CP GC71 _aP GC9 RAKE aN o� a o�o� e e ^�l o oothIts aRTCUP' GC91 "� GAGE -ENDNAIJ VARIABLE a TSE GCD- CIRT D"aPa GCE T GCW1 'sem P GCZZ DIaµQ " GFA �"� Pu "". JC- g°5 ` s JTG1 0 a. 0Rap ,EBUR CLP 6 JTG2 To - � �. JTG3 JAMB a JTG4. 9M� � R KMA1 wsfa'�R°r a'�a'" C4/PC5 P"u"R „ cu P C27 Pueu� P"SRT PG1 VARIABLE cuP "N PGV_ _ . � CD e\� .. ® - . RAT " - A ® e, FLAT MOTH _ ® 9D � m HIP FRAME " TMD T - ODN/IEC110N Q.IP ( ®_1 ® .. .. - FpFESg/p q � P 0 L;, • o ^ ` SIDE VEIN 'A' ® � ® SDE NEN •p... . I � SIDE VIEW 'A' � � X BEND LLnc J ® 10.Z` a C64705 Z �eD+D HIP cohOiECT10NN CUP 06 f 1 _ ' VARI BLE o 0.m w . VC C _ .. CUPW B B C 2 • CDNH! PNECFRAME na CUP 0 2 H — �BE� -� 1OH- w 16.016560-01 BUILDINGS1 8/1012016 n.acBi - LDCMI LDCM xc 2016.1e '"°E28 OR ri.NAmeAn, R: FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. " VP Buildings 3200 Players Club Circle Memphis TN 38125 B'�8� 76S REV DATE BY DEscwnmi eunEa MODERN BUILDING INC. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. CUSTCMRStere Sigce ' LCCr,7' CNcD Califomie PRO1KT Stere Sidce 40x60 NTS' BULDErrs PDQ Modem Job #16047 8/10/2016 SED.Sheet 14:17:38 "E"' �: Side 40 z 6 a °N 16.016560-01 BUILDINGS1 8/1012016 n.acBi - LDCMI LDCM xc 2016.1e '"°E28 OR ri.NAmeAn, R: ESS/o b,9 A:,tijq � O� FZ �705� X (FULL PANEla f -O' TADE'BOORS - LOCATED B' OFF V -O' MODULE, DOOR 116136R DOOR PANEL CUT .FOR DRIP. GUTTER PANEL -CONDITION- - . CUTTING DIMENSION ' MOSFIED FLOOR.' . ''9_ B' ' BOTTOM OF PANEL WITH BASE TRIM' -2 S BOTTOM OF PANEL WTM NO TRIM -2 5/11 - 11BOTTOM BOTTOM OF"PAN E_'NTH 1 1/2' CONCRETE NOTCH .. 7' 3 S ir BOTTOM OF PANEL WITH CRIMP BASE- 7' 4 1/07 PANELING PREPARATION DETAILS. INDICATE POSSIBLE WCATIONS FOR COORS. BUILDER MUST DETERMINE WHICH DETAIL IS APPROPRIATE BEFORE PROCEEDING •'ATM PANEL PREPARATION. - FIELD WORK NOTES: 1. FIELD CUT DOOR OPENING FROM FULL LENCTH. PANELS AND NOTCH FOR DRIP CUTTER. Z PREPARE DRIP GUTTER (4' O' DOORS ONLY) . ERECTION SEQUENCE! STEP 1. ATTACH DRIP GUTTER. STEP 2 FIELD N7RK PANELS AND INSTALL IN NUMBERED SEQUENCE SHOWN. SEE PANEL PREPARATION DETAILS:. %i ERECTION TIP: MTH INSULATED WALLS, OJSTALL PANEL CLOSURES BEFORE 2'-T 1'=T J'-0' g-7]- 2'—T. 3'-0' , Y �jQ]E$� PISTALUNG PANELS, (FULL PANEL) (FULL PANEL) FULL PANEL) STEP I APPLY SEALANT (016658) CONTINUOUS AT PANEL, TO DRIP CUTTER JOINT. 1. FIELD CUT DOOR.OPENINGS AS INDICATED. SHADED CORRUGATION 6e—D' NDE DOORS - LM&TED fi OFF 1'-0' MODULE - INDICATES SIDELAP. .. - .. . 2.- SEE M. B-061350 FOR GIRT CONNECTION AT W—D' OR LESS. PR KNOCK—DOWN 'AND' PRE ASSY. DOOR PANEL PREPARATION DETAILS PANEL AND TRIM INSTALLA-TION . ROUP Nilmom; . - - RME RJR B S- 081372. 04 07/30/1D M/30,., FOR CONSTRUCTION THE VP ENGINEERS SEAL APPLIES O - TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP BuOdings DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Circle Memphis TN 38125 S-081372 REQUIREMENTS SPECIFIED BY VP., THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP ty THE CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE VP ENGINEER'S SEAL DOES NOT APPLY REY D.IE BY DESCRPMON B! R MODS BUILDING INC. n TO THE PERFORMANCE OR DESIGN OF .. F15T0`IERSteve SidaB ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Paula+ Steve icke, is VV FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS FU- " DESIGN OR PERFORMANCE ERECTLON GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION;' PROx 'Steve Sidce 40 x 60 .. s . REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING.BU DERS PON Modem job #16047 vx vER h 12 am.�e�mevB� 8H0/2016 SEDS Bet 14:16• FLENeLE: Sldce 40 X 6 , 16-016560.01 BUILDINGS o. &1012016 1Ra�1 DRAMS ECK e BJ18.ge Nom�MaKte, h4 - FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED VP B Odle u 9E 3200 Players Club Circle Memphis TN 38125 5-081 %ss REOUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF' OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV oAtE ev ' DESCMMM ULM MODERN BUILDING INC. " CusrDuee Sieve Sidce '� J08# 16;016560 0 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS LOG101 CN00, Celdomia BUILDMGS BIW6161 DEAWxaeEM , DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION; . ' PNWECT Steve Sido 40x60 LDCM LDCM PAGE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF.TEMPORARY BRACING. euoerrs Pa Mme NTS mJob#1604I yPcvEEsnrc .2016ae - 8110f20.16 SF. DSheet 14:18:55 FU.IAW: - aAhWmof sxmsm RA&95 N --,M eAm, Yc.. . Sidce 40 z 6 ROOF/WALL STRUCTURAL FASTENER ROOF STITCH FASTENER (T-2) #12-14 x 1 1/4', 5/16" HEX HD. SS CAP W/WASHER (T -AB) #17-14 x 1", 5/16" HEX HD. SS CAP W/WASHER MARK MARK . 80360 NUMBER COLOR NUMBER COLOR 097584__ SEE COLOR SUFFIX CHART BELOW HWRELF__ SEE COLOR SUFFIX CHART BELOW 80130 MISC. STRUCTURAL FASTENERS ROOF/WALL STRUCTURAL FASTENER NUMBER SSR HARD RUBBER INSIDE CLOSURE (T-2) #12-14 x 1 1/2"t 5/16" HEX H0. SS CAP W/WASHER 55307 Tr3 1/4-14 x 1 1/4"; 3/8' HEX HD MARK 55309 T-3 1/4-14 x 2". 3/8 HEX HD NUMBER COLOR 55310 T-3 1/4-14 x 3-. 5/16- HEX HD 097585__ SEE COLOR SUFFIX CHART BELOW 55311 . T-3 1/4=14 x 4".. 5/16" HEX HD 80347'. 56101 T-4.5) #12-24 x 1 1/4". 5/16' HEX HD 115 =COOL COLBALT BLUE 56104 T-5)) X112.-24 x 1 1/2-, Sf16" HEX HD 103 = COOL COLONIAL REO 59227 T-5) 1/4-28 x 3:. 5/16 HEX HID 1/8" X 1" X 25' ROLL 59228 T-5 1/4-28 x 4. 5/16- HEX HD 025390 55308 (T-AB)7 114 x 1', 5/16" HEX .HD. SS CAP W/WASHER (BAG pf 50) WALL STRUCTURAL ' FASTENER 58015 T=1) 1/'4-14 x 1 1/8". 5/16" HEX HD. SS CAP W/ 7/8" WASHER (T-2) •117/#12-14 x 1 7/8". STAND OFF 5/1B" HEX HD. SS CAP W/WASHER 119 COOL JADE GREEN MARK 107 = COOL BERMUDA GREEN 120 = COOL BRIGHT RED NUMBER COLOR RIVETS 10B =COOL HEMLOCK GREEN 097597 _ SEE'COLOR SUFFIX CHART BELOW BULB: TATE-STRUCTURAL BLIND RIVET MARK 122 COOL OLD .TOWN GRAY NUMBER DESCRIPTION COLOR ROOF/WALL STITCH FASTENER 55160 VP200 RIVET OLYMPIC BULD 117E ALUMINUM (T-1) 1/4-14 x 7/8, 5/16`. HEX HD. SS CAP W/WASHER 55181 �RV6�604-6-BW VP205 RIVETRV6604-6-4W OLYMPIC BULD •TITE) COOL ARCTIC WHITE MARK55185 VP205 RIVET RV6604=6-4W OLYMPIC BULD TITS). COOL DARK BRONZE NUMBER COLOR 097581— SEE COLOR SUFFIX CHART BELOW SEALANT , MARK NUMBER' DESCRIPTION 016688 GRAY SKINNING ROOF STITCH FASTENER 016688 GRAY SKINNING (T-1) 1/4=14 x 1 1/8-, 5/16" HEX HD. SS CAP W/WASHER 025392. WHITE NON -SKINNING MARK 80507 BRONZE SKINNING PANEL CLOSURES MARK NUMBER DESCRIPTION 80130 PANEL RIB 3' INSIDE CLOSURE 80140 PANEL RIB 3' OUTSIDE CLOSURE 80360 VEE RIB 3' INSIDE CLOSURE • 80362 VEE RIB 3' OUTSIDE CLOSURE 80140 RPR 3' INSIDE PANEL CLOSURE 80130 RPR 3' OUTSIDE PANEL CLOSURE 80135 SSR FOAM INSIDE CLOSURE 80136 SSR HARD RUBBER INSIDE CLOSURE HWRFC HWR FOAM INSIDE CLOSURE HWRHRC HWR HARD RUBBER INSIDE_ CLOSURE . POP RIVETS POP RIVET 1/8 x 3/8" MARK 1/8" X 1" X 28" BOX OF 100 NUMBER COLOR 097580__ SEE, COLOR SUFFIX CHART BELOW NUMBER COLOR 80531 FLEXIBLE FLASHING - ' 097582- SEE COLOR SUFFIX CHART BELOW . VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. SILICONE ADHESIVE (GRAY) _ • VP BuUdlrigs 3200 Players Club Clyde Memphis TN 38126 5-081767 TAPE MASTIC THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY,STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. MARK - LOCATM Chico, California. . NUMBER DESCRIPTION COLOR SUFFIX CHART 042715 ' 1/B" x 1 1/2" x 40' ROLL SUFFIX COLOR SUFFIX COLOR .80345 1/8" X 1" X 28" BOX OF 100 iOD = COOL ARCTIC WHITE 112'= COOL GRANITE - GRAY 200 LINEAL FEET OF COVERAGE PER BOX 101 =COOL EGYPTIAN' WHITE 113 =COOL SIERRA TAN 80347'. 1/8" 'X .1" X 9" (50) AND 3" (150) .BOX . 102 =COOL COTTON WHITE' 115 =COOL COLBALT BLUE 100 LINEAR FEET OF COVERAGE PER BOX 103 = COOL COLONIAL REO 116 = COOL ZINC GRAY 027893 1/8" X 1" X 25' ROLL 104 = COOL STRAW GOLD 117 = COOL COPPER.PENNY 025390 3/16" X 1/4" X 40' ROLL 105 = COOL DARK BRONZE 118 = COOL METAWC SILVER ' HWRELM 1/8"1 1 1/2' X 30' ROLL 106 = COOL WEATHERED COPPER 119 COOL JADE GREEN 107 = COOL BERMUDA GREEN 120 = COOL BRIGHT RED 10B =COOL HEMLOCK GREEN 121 -COOL PARCHMENT '109 = COOL LEAF GREEN. 122 COOL OLD .TOWN GRAY 110•= COOL EBONY UNPNTD = UN PAINTED .111 - COOL IMPERIAL BLUE. SPR. = SPECIAL REQUEST 9 jz.0FESs/0 41 ��0 P�0 A • .MgO4l �Z ti `vim. yr C64705 X z - C7 W * 08/10/2016 roe. 9EU 16-016560.01 w 8/10/2016 DMWN�CIECK LRCM, LD VPC VE.'m 2016.1c PAGE 31 ndei.x.v.edml.No,-An kB.k FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ' ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REOUIREMENTS SPECIFIED BY VP. VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. VP BuUdlrigs 3200 Players Club Clyde Memphis TN 38126 5-081767 9E' DATE eY ' DESCFWT a euTnee MODERN BUILDING INC. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY,STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PZTCME ,e S1eVe SIdCe LOCATM Chico, California. . Steve Sicke 40x60 NTS .—Errs— Modem Job #16047 ' 8/10/2016 SEDSheet 14;19:35 FEEm *: Sicke 40 x 6 ad roe. 9EU 16-016560.01 w 8/10/2016 DMWN�CIECK LRCM, LD VPC VE.'m 2016.1c PAGE 31 ndei.x.v.edml.No,-An kB.k