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Specifications NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ND1012 SUMMER LAKE METAL BUILDING TIGARD OR STRUCTU RAL CALCULATIONS ceo PRo,c;-. . 7iijr _ 9/ .74° GCS EXPIRES: 06 -3C- January 14, 2010 Jerry Gotchall - Principal In Charge Andy Anderson - Project Manager cl - Ond CLIENT: LRS ARCHITECTS OFFICE COPY ( I'30j r Project SUMMER LAKE METAL BUILDING By AAA Sheet No. Nishkian Dean Location TIGARD, OR 97223 Date 01/14/10 // Consulting and Structural Engineers Client LRS ARCHITECTS Rev. Project No. ND1012 Tide /Subject General Criteria Narrative Description Description: Design of foundation and anchor bolts for a U.S. Metal Building in Tigard, OR. Design Criteria Summary A. Code • 1. 2007 Oregon Structural Specialty Code a. 2006 International Building Code b. SEI /ASCE 7 -05 B. Loads and Allowables (ASCE 7, UNO): 1. Loads and design parameters for the building are shown on drawing L1 of 1 and AB2, U.S. Metal Buildings, Job # 0820 - 246778, dated 11/3/09. Material Properties A. STRUCTURAL STEEL 1. Plates ASTM A36 2. Fasteners a. Standard Anchor Bolts ASTM F1554, GRADE 36 3. Welding a. Electrode E70XX B. CONCRETE 1. 28 -Day Compressive Strength a. Slab -on -grade 3,000 -psi NWT 2. Reinforcing Steel a. Typical ASTM A615, Grade 60 2/5/98 Calculation Sheet T JOB Sl A MA/∎. & 1 LP /147z. icuorx NO. /OI NISHKIAN DEL SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 �,/�q 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY /1 r/7 DATE r Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE CA CZ- K 501 L A i / ` t, , Z 1 i (I it 1 1 1 (I y , _ 7 ,. A 9 , ^ 1C, • i • r ■ musluiv111•i 7 ) .S110 "-- I` (y x Z -o' ��'?? //�� �n JOB /� I 1 V! /'I /C r t LrS F� • NO. `U /. NISHKIAN DD L6L:1 SHEET NO OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY DATE 0 Z/ 'ICS Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE C N • -- 15 --1 • 5 - z_ • /14 E 73 4 3" 2 —siq k / 4-711 d c.7" .4 a M .66 /w Pt/ • 1 / y r / / — a / c \ 1 ' 4 AJ Nei z / 4 --/ eF4d ,- — 2 5 Z—c) >N 6 e ' Page 1 of 9 1 / Anchor Calculations l�"G Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : SummerLake B -1 Date/Time : 1/21/2010 11:57:10 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout • Anchor : 5/8" Heavy Hex Bolt Number of Anchors : 2 Steel Grade: F1554 GR. 36 1 /v Embedment Depth : 8 in Built -up Grout Pads : No Cx1 s xi 1 Cx2 360 Vuay 5 'y2 Mur1i Nun M11 b y; 1 1� + • 02—&-v iiax by9 bx i ( 'x bx2 34 cY • 2 ANCHORS -nor) i i Po$iTI c FOR Ti NSIC;;d At:.) NEc iIvE F OR * INDI;;ATF:.CENTER OF T. "I(r3AN•.'CHORS Anchor Layout Dimensions : c x1 : 36 in • cx • 36 in c yi : 36 in c y2 • 5.5 in - s x1 : 3 in Warning: Edge distance(s) and /or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f : 4000.0 psi about: blank 1/21/2010 ` Page 2 of 9 Cracked Concrete : Yes P c ,V • 1.20 Condition : A tension and shear (I)F : 2210.0 psi Thickness, h : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 2520 lb V uax • 0 lb V uay : 1960 lb Mux • 0 lb*ft M • 0 Ib *ft e e : 0 in Moderate /high seismic risk or intermediate /high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB62 d = 0.625 in Category = N/A h ef = 7.375 in h min = 8.75 in c ac = 11.0625 in c min = [minimum required by ACI 318 Section D8.2] s min = 2.5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 1260.00 lb Anchor #2 N ua2 = 1260.00 lb Sum of Anchor Tension EN = 2520.00 lb e' = 0.00 in e' = 0.00 in 3) Shear Force on Each Individual Anchor • Resultant shear forces in each anchor: Anchor #1 V uai = 980.00 lb ( = 0.00 lb , V ua1y = 980.00 lb ) Anchor #2 V ua2 = 980.00 lb ( = 0.00 lb , V ua2y = 980.00 lb ) Sum of Anchor Shear EV uax = 0.00 lb, EV = 1960.00 lb e' = 0.00 in e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] about:blank 1/21/2010 Page 3 of 9 N = nAsefuta [Eq. D -3] �G4 Number of anchors acting in tension, n = 2 N = 13100 lb (for each individual anchor) 4) = 0.75 [D.4.4] 4)Nsa = 9825.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N cbg = A Nc /A Nco 'P ec,N `1f ed,N P c,N `1J cp,N N b [E 0-5] Number of influencing edges = 1 h = 7.375 in A Nco = 489.52 in [Eq. D -6] A Nc = 416.13 in `1' ec,Nx = 1.0000 [Eq. D -9] T ec,Ny = 1.0000 [Eq. 0-9] T ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) ` = 0.8492 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 c,N = 1.0000 [Sec. D.5.2.6] `1' cp,N = 1.0000 [Eq. D -12 or D -13] Nb = k f ' c h • = 30400.75 lb [Eq. 0-7] k = 24 [Sec. D.5.2.6] N cbg = 21944.99 lb [Eq. D -5] = 0.75 [D.4.4] 4)Ncbg = 16458.74 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 8A brg f ' [Eq. D -15] A brg = 0.6710 in Npn = Tc,PNp [Eq. D -14] c p = 1.0 [D.5.3.6] N = 21472.00 lb = 0.70 [D.4.4] N = 15030.40 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] about:blank 1/21/2010 Page 4 of 9 1/ Concrete side face blowout strength is only calculated for headed anchors in tension close td t4 an edge, cal < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 7865.00 lb (for each individual anchor) = 0.65 [D.4.4] 4) V = 5112.25 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x- direction... V cbx = Avcx/Avcox`I'ed,V`1'c,VVbx [Eq. D -21] cal = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 996.00 in A vcox = 2592.00 in [Eq. D -23] `1' ed,V = 0.7458 [Eq. D -27 or D -28] ` = 1.2000 [Sec. D.6.2.7] V = 7(le /do)0.2 J do N' fc(ca1)1.5 [Eq. D -24] 1 =5.00 in V = 62373.90 lb V cbx = 21451.14 lb [Eq. D -22] = 0.75 4)V cbx = 16088.35 lb (for a single anchor) • In y- direction... V cbgy = Avcy/Avcoy`Pec,V`Ped,v 'Pc,VVby [Eq. D -22] c = 5.50 in A vcy = 160.88 in A vcoy = 136.13 in [Eq. D -23] `Y ec,v = 1.0000 [Eq. D -26] `f'ed,V = 1.0000 [Eq. D -27 or D -28] `Y c,v = 1.2000 [Sec. D.6.2.7] V = 7(l /d d04 fc(ca1)1.5 [Eq. D -24] about:blank 1/21/2010 Page 5 of 9 1- 1 = 5.00 in V = 6842.74 lb 44 Vcbgy = 9704.25 lb [Eq. D - 22] = 0.75 Vcbgy 7278.19 lb (for the anchor group) (I)Vcby = 3639.09 lb (for a single anchor - divided O bbgy by 2) Case 2: Anchor(s) furthest from edge checked against total shear load In x- direction... V cbx = Avcx/Avcox'Ped,V`Pc,VVbx [Eq. D - 21] cal = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 996.00 in A vcox = 2592.00 in [Eq. D -23] `P ed,V = 0.7458 [Eq. D -27 or D -28] ` = 1.2000 [Sec. 0.6.2.7] Vbx = 7(l /d d0-/ fc(ca1)1.5 [Eq. D -24] l = 5.00 in V = 62373.90 lb • V cbx = 21451.14 lb [Eq. D -22] = 0.75 4)V cbx = 16088.35 lb (for a single anchor) In y- direction... V cbgy = A vcyy /A vcoy kP ec,V T ed,v� J vVby [Eq. 0 - 221 c al = 5.50 in • A vcy = 160.88 in A vcoy = 136.13 in [Eq. D - 23] ` = 1.0000 [Eq. D -26] ` P ed,V = 1.0000 [Eq. D -27 or D -28] c,V = 1.2000 [Sec. D.6.2.7] V = 7(I /d do fc(ca1)1.5 [Eq. D -24] l = 5.00 in V = 6842.74 lb V cbgy = 9704.25 lb [Eq. D -22] about:blank 1/21/2010 Page 6 of 9 =0.75 = � OVcbgy = 7278.19 lb (for the entire anchor group) 4 �r L Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge V cbx = Avcx/Avcox "Ped,V 'Pc ,VVbx [Eq. D cal = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 996.00 in A vcox = 2592.00 in [Eq. D -23] 4j ed,V = 1.0000 [Sec. D.6.2.1(c)] `P c,V = 1.2000 [Sec. D.6.2.7] Vbx = 7(l /d do fc(cai )1.5 [Eq. D -24] 1 =5.00 in V = 62373.90 lb V cbx = 28761.30 lb [Eq. D -22] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 57522.60 lb 4 = 0.75 (1)Vcby = 43141.95 lb (for a single anchor) Check anchors at c edge V cbgy = Avcy /Avcoyl'ec,V'Yed,Vjc,VVby [Eq. D - 22] c = 24.00 in (adjusted for edges per D.6.2.4) A = 1800.00 in A vcoy = 2592.00 in [Eq. D -23] `P ec,V = 1.0000 [Eq. D -26] T ed,V = 1.0000 [Sec. D.6.2.1(c)] • ` = 1.2000 [Sec. D.6.2.7] V = 7(le /do)0.2 \j do-N1 fc(ca1)1.5 [Eq. D -24] l = 5.00 in V = 62373.90 lb V cbgy = 51978.25 lb [Eq. D -22] V cbgx = 2 * V cbgy [Sec. D.6.2.1(c)] about:blank 1/21/2010 '. Page7of9 V = 103956.50 lb cbgx 4 = 0.75 6 ,G ( Wcbgx = 77967.38 lb (for the anchor group) Check anchors at c edge V cbx = Avcx/Avcox`1'ed,V4ic,VVbx [Eq. D - 21] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 996.00 in A vcox = 2592.00 in [Eq. D -23] `t' ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] ` = 1.2000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2 \i d0J fc(cai)1.5 [Eq. D - 24] 1 5.00 in V bx = 62373.90 lb V cbx = 28761.30 lb [Eq. D -22] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 57522.60 lb =0.75 • (1)Vcby = 43141.95 lb (for a single anchor) Check anchors at c y2 edge V cbgy = Avcy /AvcoyTec,VPed,V 'Pc,VVby [Eq. D - 22] c = 5.50 in A = 160.88 in • A vcoy = 136.13 in [Eq. D -23] P ec,V = 1.0000 [Eq. D -26] `1' ed,V = 1.0000 [Sec. D.6.2.1(c)] ` = 1.2000 [Sec. D.6.2.7] V = 7(l /d do/ fc(ca1)1.5 [Eq. D - 24] I= 5.00in V = 6842.74 lb V cbgy = 9704.25 lb [Eq. D -22] V cbgx = 2 * V cbgy [Sec. D.6.2.1(c)] about:blank 1/21/2010 ''' Page 8 of 9 V cbgx = 19408.50 lb ))/ 4) = 0.75 66- ( I )V cbgx = 14556.38 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cpg = k cp N cbg [Eq D - 30] k = 2 [Sec. D.6.3.1] e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `t' ec,Nx = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) ` 1 ' ec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) ` = 1.0000 (Combination of x -axis & y -axis eccentricity factors) N cbg = (A Nca /A Nc )( � ' ec,N' ' ec,N) N cbg N cbg = 21944.99 lb (from Section (5) of calculations) A = 416.13 in (from Section (5) of calculations) A Nca = 416.13 in (considering all anchors) `1' ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 21944.99 lb (considering all. anchors) V cp9 = 43889.98 lb = 0.70 [D.4.4] 4)V = 30722.99 lb (for the anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.1282 - Breakout : 0.1531 - Pullout : 0.0838 - Sideface Blowout : N/A Shear - Steel : 0.1917 - Breakout (case 1) : 0.2693 - Breakout (case 2) : 0.2693 - Breakout (case 3) : 0.0227 - Pryout : 0.0638 T.Max(0.15) <= 0.2 and V.Max(0.27) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 8 in. embedment about:blank 1/21/2010 JOB Jv1. m. / ✓Y CfL L-4-g NO. to I Z NISHKIAN ©E/1 //�� SHEET NO 1� OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY �-'� / DATE / ZI - I- o Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE COLu M N `B AG C - Z • 2. 4 Irma L1 -- IP 13 3' /Z ( A-v..) G- V / 4c 2 ..4 ,4- �/� L - -/, 4 )c- 2,0 = — of 8-4 Page 1 of 8 Anchor Calculations ! l 6( Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : SummerLake C -2 Date/Time : 1/21/2010 1:36:29 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 3/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 12 in Built -up Grout Pads : No C x f Sx1 c, 2 I Mu ) Nita. m Vuax c y i E 'X 141 c —4 bx'f bx2 4 ANCHORS 'Nun I5 POSITIVE FOR TENSION AND NEW IVr'.'OR CGtSPRE5:3IoN. ICAt'1 LS CLyI ER OF FOUR CORNER ANCHORS • Anchor Layout Dimensions : c : 13 in c : 36 in • cy : 36 in c : 36 in b xi : 2 in bx2 :2in b : 1.5 in b • 1.5 in s x1 : 4.5 in s : 5 in about:blank 1/21/2010 Page2of8 /V 64 b) Base Material Concrete : Normal weight f : 4000.0 psi Cracked Concrete : Yes P c ,v • 1.40 Condition : A tension and shear (1)F : 2210.0 psi Thickness, h : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 2.58 lb V uax • 3.04 lb • V uay : 0 lb Mux • 0 lb*ft Muy • 0 lb*ft e e Moderate /high seismic risk or intermediate /high design category : Yes Apply entire shear load at front row for breakout : Yes d) Anchor Parameters Anchor Model = HB75 d = 0.75 in Category = N/A h ef = 11.25 in h min = 12.75 in cac = 16.875 in c min = 4.5 in s min = 4.5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 0.65 lb Anchor #2 N ua2 = 0.65 lb Anchor #3 N ua3 = 0.65 lb Anchor #4 N ua4 = 0.65 lb Sum of Anchor Tension EN = 2.58 lb a = 0.00 in a =0.00 in e' = 0.00 in e' = 0.00 in 3) Shear Force on Each Individual Anchor about:blank 1/21/2010 Page 3 of 8 Resultant shear forces in each anchor: Anchor #1 V uai = 0.76 lb (V uaix = 0.76 lb , V uaiy = 0.00 lb) 41/4 Anchor #2 V ua2 = 0.76 lb ( = 0.76 lb , V ua2y = 0.00 lb ) Anchor #3 V ua3 = 0.76 lb (V ua3x = 0.76 lb , V ua3y = 0.00 lb ) Anchor #4 Vua4 = 0.76 lb ( = 0.76 lb , V ua4y = 0.00 lb ) Sum of Anchor Shear EV uax = 3.04 Ib, EV = 0.00 lb e' 0.00 e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 4 N = 19370 lb (for each individual anchor) 4. = 0.75 [D.4.4] (1)N = 14527.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N cbg = ANc /ANcoPec,N`1'ed,NPc,NthJcp,NNb [Eq. D -5] Number of influencing edges = 1 h = 11.25 in A Nco = 1139.06 in [Eq. D -6] A = 1332.03 in ` = 1.0000 [Eq. D -9] T ec,Ny = 1.0000 [Eq. D -9] T ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) ' ed,N = 0.9311 [Eq. D -10 or D -11] • Note: Cracking shall be controlled per D.5.2.6 c,N = 1.0000 [Sec. D.5.2.6] `f' cp,N = 1.0000 [Eq. D -12 or D -13] N = 16 j f ' c h / = 57157.19 lb [Eq. D -8] N cbg = 62235.65 lb [Eq. D -5] = 0.75 [D.4.4] (1) seis = 0.75 +Ncbg = 35007.55 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] about:blank 1/21/2010 Page4of8 if N = 8A [Eq. D -15] / A brg = 0.9110 in2 tk4 N = `1' [Eq. D -14] c,p = 1.0 [D.5.3.6] N = 29152.00 lb = 0.70 [D.4.4] 4 )seis = 0.75 N = 4) N = 15304.80 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = 11625.00 lb (for each individual anchor) = 0.65 [D.4.4] 4) V = 7556.25 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x- direction... . V cbgx = Avcx /Avcox`f'ec,V4'ed,V`1'c,VVbx [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 1848.00 in A vcox = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D -26] ` = 1.0000 [Eq. D -27 or D -28] c,v = 1.4000 [Sec. D.6.2.7] V = 7(l /d do.N) fc(ca1)1.5 [Eq. D -24] l = 6.00 in V = 68327.18 lb V cbgx = 68200.65 lb [Eq. D -22] = 0.75 4) seis = 0.75 about:blank 1/21/2010 • Page 5 of 8 4)V = 38362.87 lb (for the anchor group) � / cbgx In y- direction... 6 V cbgy = Avcy /Avcoy`t'ec,V`I'ed,V`t'c,VVby [Eq. D -22] • cal = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in A vcoy = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D - 26] ed,V = 0.8083 [Eq. D -27 or D -28] ` = 1.4000 [Sec. D.6.2.7] V = 7(le /do)0.2 \i do/ fc(ca1)1.5 [Eq. D -24] 1 6.00 in V = 68327.18 lb V cbgy = 38303.82 lb [Eq. D -22] = 0.75 ( I ) seis = 0.75 V cbgy = 21545.90 lb (for the anchor group) Case 2: Anchor(s) furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at c edge V cbgx = Avcx /Avcox`1'ec,V';'ed,V`i'c,VVbx [Eq. D - 22] c al = 13.00 in A vcx = 858.00 in A vcox = 760.50 in [Eq. D -23] ` = 1.0000 [Eq. D -26] = 1.0000 [Sec. D.6.2.1(c)] T c,V = 1.4000 [Sec. D.6.2.7] Vbx = 7(le /do) °.2 \/ do -) fc(ca1)1.5 [Eq. D -24] 1 =6.00 in V = 27239.03 lb V cbgx = 43023.70 lb [Eq. D -22] V cbgy = 2 * V cbgx [Sec. D.6.2.1(c)] about:blank 1/21/2010 ' Page6of8 V cbgy = 86047.41 lb f �� = 0.75 664 4 seis = 0.75 V cbgy = 48401.67 lb (for the anchor group) Check anchors at c y1 edge V cbgy = Avcy /Avcoy`1'ec,V`1'ed,VTc,VVby [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in • A vcoy = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D -26] `t' ed,V = 1.0000 [Sec. D.6.2.1(c)] ` = 1.4000 [Sec. D.6.2.7] V = 7(le /do)0.2 \I d f [Eq. D -24] 1 6.00 in V by = 68327.18 lb V cbgy = 47386.17 lb [Eq. D -22] V cbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] V cbgx = 94772.34 lb = 0.75 4 seis = 0.75 V cbgx = 53309.44 lb (for the anchor group) Check anchors at c edge V cbgx = Avcx/Avcox`I'ec,VPed,V`1'c,VVbx [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 1848.00 in A vcox = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D -26] T ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] c,v = 1.4000 [Sec. D.6.2.7] V = 7(l /d d ij f [Eq. D -24] l = 6.00 in about:blank 1/21/2010 Page 7 of 8 V = 68327.18 lb 14/ V cbgx = 68200.65 lb [Eq. D -22] 4L6 V cbgy = 2 Vcbgx [Sec. D.6.2.1(c)] V cbgy = 136401.31 lb = 0.75 4 )seis = 0.75 Vcbgy = 76725.73 lb (for the anchor group) Check anchors at c y2 edge V cbgy = ' n 'vcy 'vcoyTec,VTed,Vklic,vVby [Eq. D -22] cal = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in Arcot' = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D - 26] ` = 1.0000 [Sec. D.6.2.1(c)] ` = 1.4000 [Sec. D.6.2.7] V = 7(le /do)0.2 do f c(ca1)1.5 [Eq. D -24] l = 6.00 in V = 68327.18 lb V cbgy = 47386.17 lb [Eq. D -22] • V cbgx = 2 * V [Sec. D.6.2.1(c)] V cbgx = 94772.34 lb =0.75 . 4 )seis = 0.75 V cbgx = 53309.44 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cpg = kcpNcbg [Eq. D - 30] k = 2 [Sec. D.6.3.1] e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) ` = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) ` 1 ' ec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) ` = 1.0000 (Combination of x -axis & y -axis eccentricity factors) about: blank 1/21/2010 Page 8 of 8 N cbg = (A Nca /A Nc )(P ec,N I I P ec,N ) N cbg j,o N cbg = 62235.65 lb (from Section (5) of calculations) �� G A Nc = 1332.03 in (from Section (5) of calculations) A Nca = 1332.03 in (considering all anchors) ` l ' ec,N = 1.0000 (from Section(5) of calculations) N cbg = 62235.65 lb (considering all anchors) V cpg = 124471.31 lb = 0.70 [D.4.4] 4 seis = 0.75 V cpg = 65347.44 lb (for the anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.0001 - Breakout : 0.0001 - Pullout : 0.0001 - Sideface Blowout : N/A Shear - Steel : 0.0001 - Breakout (case 1) : N/A - Breakout (case 2) : N/A - Breakout (case 3) : N/A - Pryout : 0.0001 V.Max(0) <= 0.2 and T.Max(0) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 12 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steelelement in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. about:blank 1/21/2010 Page 1 of 9 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : SummerLake C -2a 'Date/Time : 1/21/2010 1:49:36 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout . Anchor : 3/4" Heavy Hex Bolt ./ Number of Anchors : 2 Steel Grade: F1554 GR. 36 h. c, Embedment Depth : 12.5 in Built -up Grout Pads : No 13 sXi cx2 4 S., pt/4 o'vVi. I `1 C AEG.Co (4 a� 2 s aL7s 1 ',V " q uay 4-10 y2 1Auy[' �2 8 / T it.,41 �1 G 1 ✓�°►✓ 2 • 0 4)4 ! ! �/ G i ' ua , M b • o a.- vllax b -re, 4 c" 'x. x b x ?, � ^y o 2 ANCHORS • j1 I;S a='C; :;SI IVi:: FOR TENf3K ;ti f t I) NEGATIVE FOR t:;iMPRESS[C;e. if:DIC'ATES CENTER 01= TWO AI4CHOPS Anchor Layout Dimensions : • c : 13 in cx : 36 in cy : 36 in c y2 : 36 in bx1 : 1.5 in b b b ye • 1.5 in s x1 : 4.5 in about:blank 1/21/2010 • t Page 2 of 9 t 1/464 b) Base Material Concrete : Normal weight f : 4000.0 psi Cracked Concrete : Yes o V : 1.40 Condition : A tension and shear (I)F : 2210.0 psi Thickness, h : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 2800 lb V uax • 3400 lb V uay : 0 lb M ux • • 0 lb*ft M uy : 0 lb *ft e x • 0 in e Moderate /high seismic risk or intermediate /high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB75 d = 0.75 in Category = N/A h ef = 11.75 in h min = 13.25 in c ac = 17.625 in c min = 4.5 in s min = 4.5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ua1 = 1400.00 lb Anchor #2 N ua2 = 1400.00 lb Sum of Anchor Tension EN = 2800.00 lb a 0.00 in a =0.00 in • e' = 0.00 in e' = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 1700.00 lb ( V uaix = 1700.00 lb , V uaiy = 0.00 lb ) Anchor #2 V ua2 = 1700.00 lb (V ua2x = 1700.00 lb , V ua2y = 0.00 lb ) about:blank 1/21/2010 Page 3 of 9 Sum of Anchor Shear EV uax = 3400.00 Ib, EV = 0.00 lb 1.' e' =0.00 in 644 e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 2 N = 19370 lb (for each individual anchor) = 0.75 [D.4.4] 4)Nsa = 14527.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] T ed N cbg = ANc /ANcoPec,N,NTc,N�cp,NNb [Eq. D -5] Number of influencing edges = 1 h = 11.75 in A Nco = 1242.56 in [Eq. D -6] A = 1238.16 in ` = 1.0000 [Eq. D -9] `1' ec,Ny = 1.0000 [Eq. D -9] ` = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) ` = 0.9213 [Eq. D -10 or 0-11] Note: Cracking shall be controlled per D.5.2.6 41c,N = 1.0000 [Sec. D.5.2.6] ' = 1.0000 [Eq. D -12 or D -13] N = 16\1 f ' c hef5 /3 = 61453.48 lb [Eq. D -8] N cbg = 56414.89 lb [Eq. D -5] • = 0.75 [D.4.4] 4)Ncbg = 42311.16 lb (for the anchor group) • 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 8A brg f ' [Eq. D -15] A brg = 0.9110 in N Pn = IPc,pNp [Eq. D -14] c p = 1.0 [D.5.3.6] N = 29152.00 lb about:blank 1/21/2010 • #.1 Page 4 of 9 = 0.70 [D.4.4] Vi/ N = 20406.40 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 11625.00 lb (for each individual anchor) = 0.65 [D.4.4] V = 7556.25 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x- direction... V cbx = Avcx/Avcox`1'ed,VPc,VVbx [Eq. D -21] cal = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 1728.00 in A vcox = 2592.00 in [Eq. D -23] ` 1 ' ed,V = 1.0000 [Eq. D -27 or D -28] T c,V = 1.4000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2.\J fc(ca1)1.5 [Eq. D -24] I =6.00 in V bx = 68327.18 lb V V cbx = 63772.04 lb [Eq. D -22] = 0.75 (1)V cbx = 47829.03 lb (for a single anchor) In y- direction... V cbgy = Avcy /Avcoykl'ec,V11'ed,V'l'c,VVby [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in A vcoy = 2592.00 in [Eq. D -23] `1' ec,v = 1.0000 [Eq. D -26] about:blank 1/21/2010 • p Page 5 of 9 • ` I' ed,V = 0.8083 [Eq. D -27 or D -28] Z �/ c,V = 1.4000 [Sec. D.6.2.7] V = 7(le /do)o.2.� do fc(ca1)1.5 [Eq. D -24] A 1 =6.00 in V = 68327.18 lb V cbgy = 38303.82 lb [Eq. D -22] = 0.75 V cbgy = 28727.86 lb (for the anchor group) 4Vcby = 14363.93 lb (for a single anchor - divided 4V cbgy by 2) Case 2: Anchor(s) furthest from edge checked against total shear load In x- direction... V cbx = Avcx/Avcox`Ped,V4'c,VVbx [Eq. D-21] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 1728.00 in A vcox = 2592.00 in [Eq. D -23] • ed,V = 1.0000 [Eq. D -27 or D -28] ` = 1.4000 [Sec. D.6.2.7] • Vbx = 7(le /do)0.2./ d fc(ca1)1•5 [Eq. D -24] 1 6.00 in V bx = 68327.18 lb V cbx = 63772.04 lb [Eq. D -22] 4 = 0.75 4V cbx = 47829.03 lb (for a single anchor) In y- direction... V cbgy = Avcy/Avcoy`'ec,V`1'ed,V ' c,VVby [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) A = 1284.00 in A vcoy = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D -26] `l' ed,V = 0.8083 [Eq. D -27 or D -28] ` = 1.4000 [Sec. D.6.2.7] V = 7(le /do)o.2 ,/ d J fc(ca1)1•5 [Eq. D -24] about: blank 1/21/2010 Page 6 of 9 l = 6.00 in 10/. V = 68327.18 lb V cbgy = 38303.82 lb [Eq. D -22] 6b � = 0.75 4Vcbgy = 28727.86 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge V cbx = Avcx/Avcox`Ped,V`Pc [Eq. D - 21] c = 13.00 in A vcx = 760.50 in A vcox = 760.50 in [Eq. D -23] `1' ed,v = 1.0000 [Sec. D.6.2.1(c)] ` = 1.4000 [Sec. D.6.2.7] Vbx = 70 \j do •NI fc(ca1)1.5 [Eq. D - 24] l = 6.00 in V = 27239.03 lb V cbx = 38134.65 lb [Eq. D -22] V cby = 2 * Vcbx [Sec. 0.6.2.1(c)] V cby = 76269.29 lb = 0.75 4Vcby = 57201.97 lb (for a single anchor) Check anchors at c edge _ V cbgy = Avcy /AvcoyTec,VTed,Vtlic,VVby [Eq. D - 22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in A vcoy = 2592.00 in [Eq. D -23] `1` ec,v = 1.0000 [Eq. D -26] ` 1 ' ed,V = 1.0000 [Sec. D.6.2.1(c)] P c,v = 1.4000 [Sec. D.6.2.7] V = 7(le /do)0.2 ,I do ,I fc(ca1)1.5 [Eq. D -24] 1 =6.00 in about:blank 1/21/2010 Page 7 of 9 V = 68327.18 lb • t � V cbgy = 47386.17 lb [Eq. D -22] 6 64 V cbgx = 2 * V cbgy [Sec. D.6.2.1(c)] V cbgx = 94772.34 lb = 0.75 = 71079.25 lb (for the anchor group) O Check anchors at c edge V cbx = Avcx/AvcoxPed,V`t'c,VVbx [Eq. D - 211 cal = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 1728.00 in A vcox = 2592.00 in [Eq. D -23] `t' ed,v = 1.0000 [Eq. D -27 or D -28] [Sec. 0.6.2.1(c)] `1' c,V = 1.4000 [Sec. D.6.2.7] Vbx = 7(le /do)o.2 ,i do 4 fc(ca1)1•5 [Eq. D -24] l = 6.00 in V = 68327.18 lb V cbx = 63772.04 lb [Eq. D -22] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 127544.08 lb 4 = 0.75 4V = 95658.06 lb (for a single anchor) Check anchors at c edge . V cbgy = Avcy/AvcoyTec,VPed,Vf'c,VVby [Eq. D - 22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 1284.00 in A vcoy = 2592.00 in [Eq. D -23] `1' ec,v = 1.0000 [Eq. D -26] ' = 1.0000 [Sec. D.6.2.1(c)] ed V `1' c,v = 1.4000 [Sec. D.6.2.7] V = 7(l /d do./ fc(ca1)1.5 [Eq. D -24] 1 =6.00 in about:blank 1/21/2010 " Page8of9 V = 68327.18 lb = 47386.17 lb [Eq. 0-22] G/9 V cbgy V cbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] 664 V cbgx = 94772.34 lb = 0.75 4V cbgx = 71079.25 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cpg = kcpNcbg [Eq. D -30] k = 2 [Sec. D.6.3.1] e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) 4' ec,Nx = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) `P ec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) gjec,N' 1.0000 (Combination of x -axis & y -axis eccentricity factors) N cbg = (A Nca /A Nc )(T ec,N'"ec,N) N cbg N cbg = 56414.89 lb (from Section (5) of calculations) A = 1238.16 in (from Section (5) of calculations) A Nca = 1238.16 in (considering all anchors) ` = 1.0000 (from Section(5) of calculations) N cbg = 56414.89 lb (considering all anchors) V cP9 = 112829.77 lb = 0.70 [D.4.4] 4'Vcpg = 78980.84 lb (for the anchor group) • 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.0964 - Breakout : 0.0662 - Pullout : 0.0686 - Sideface Blowout : N/A Shear - Steel : 0.2250 - Breakout (case 1) : 0.0355 - Breakout (case 2) : 0.0711 - Breakout (case 3) : 0.0478 about:blank 1/21/2010 Page 9 of 9 - Pryout : 0.0430 4 7 T.Max(0.1) <= 0.2 and V.Max(0.23) <= 1.0 [Sec D. car f,- Interaction check: PASS Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 12.5 in. embedment • about:blank 1/21/2010 h 2 JOB J �/� 1 Cam L � NO. I L • • N I S H K I A N � LS � �� SHEET NO 3") OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY �� DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE OS) /4 g "` 674 - /L- 2 GA/ ( 2-• s z z � o / �� 2 _ / G U -# / 1/4"7 J Ls 'P, C Z 5ss g t �7 VD • , ,,I. v Z(/ ?owers 6th Spike` PRODUCT INFORMATION FASTENERS '3' PERFORMANCE DATA •, Z` Ultimate Load Capacities for Carbon Steel Spike in Normal- Weight Concrete" •I1 = '2 � ' .} Anchor Minimum Minimum Concrete Compressive Strength (f 'd .� O Z s: Diameter Embedment 2,000 psi (13.8 MPa) 3,000 psi (20.7 MPa) 4,000 psi (27.6 MPa) 5,000 psi (34.5 MPa) Depth r d h, Tension Shear Tension Shear Tension Shear Tension Shear in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. (mm) (mm) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) 7/8 520 1,080 760 1,270 860 1,310 890 1,350 (22.2) (2.3) (4.9) (3.4) (5.7) (3.9) (5.9) (4.0) (6.1) 3/16 1 540 1,230 820 1,725 980 1,860 995 1,860 (4.8) (25.4) (2.4) (5.5) (3.7) (7.8) (4.4) (8.4) (4.5) (8.4) 1 1/4 780 1,800 1,000 2,000 1,260 2,155 1,520 2,310 (31.8) (3.5) (8.1) (4.5) (9.0) (5.7) (9.7) (6.8) (10.4) 7/8 680 1,405 820 1,630 945 1,870 1,010 2,110 (22.2) (3.1) (6.3) (3.7) (7.3) (4.3) (8.4) (4.5) (9.5) 1/4 1 720 1,585 975 1,965 1,135 2,160 1,185 2,360 (6.4) (25.4) (3.2) (7.1) (4.4) (8.8) (5.1) (9.7) (5.3) (10.6) 1 1/4 830 1,815 1,200 2,020 1,410 2,220 1,620 2,585 (31.8) (3.7) (8.2) (5.4) (9.1) (6.3) (10.0) (7.3) (11.6) 3/8 13/4 1,785 3,645 2,120 4,480 2,630 5,025 2,875 5,075 (9.5) (44.5) (8.0) (16.4) (9.5) (20.2) (11.8) (22.6) (12.9) (22.8) 1/2 21/2 3,215 5,345 3,620 8,460 4,015 10,320 4,410 10,860 (12.7) (63.5) (14.5) (24.1) (16.3) (38.1) (18.1) (46.4) (19.8) (48.9) 1. Ultimate load capacities should be reduced by a minimum safety factor of 4.0 or greater to determine the allowable working load. Consideration of safety factors 0110 or higher may be necessary depending on the application, such as life safety or overhead. 2. linear interpolation may be used to determine ultimate loads for intermediate embedments and compressive strengths. Allowable Load Capacities for Carbon Steel Spike in Normal - Weight Concrete" ., Anchor Minimum Minimum Concrete Compressive Strength (G) bedme Diameter Em be th nt 2,000 psi (13.8 MPa) 3,000 psi (20.7 MPa) 4,000 psi (27.6 MPa) 5,000 psi (34.5 MPa) P d h, Tension Shear Tension Shear Tension Shear Tension Shear in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. (mm) (mm) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) 7/8 130 270 190 320 215 330 225 340 (22.2) (0.6) (1.2) (0.9) (1.4) (1.0) (1.5) (1.0) (1.5) 3/16 1 135 310 205 430 245 465 250 465 (4.8) (25.4) (0.6) (1.4) (0.9) (1.9) (1.1) (2.1) (1.1) (2.1) 1 1/4 195 450 250 500 315 540 380 - 580 (31.8) (0.9) (2.0) (1.1) (2.3) (1.4) (2.4) (1.7) (2.6) 7/8 170 350 205 410 235 470 255 530 (22.2) (0.8) (1.6) (0.9) (1.8) (1.1) (2.1) (1.1) (2.4) 1/4 1 180 395 245 490 285 540 295 590 (6.4) (25.4) (0.8) (1.8) (1.1) (2.2) (1.3) (2 (1.3) (2.7) 1 1/4 210 455 300 505 355 555 405 645 ( 31.8) (0.9) (2.0) (1.4) (2.3) (1.6) . .5 (1.8) (2.9) 3/8 1 3/4 445 910 530 1,120 660 1,255 . 720 1,270 (9.5) (44.5) (2.0) (4.1) (2.4) (5.0) (3.0) (5.6) (3.2) (5.7) 1/2 21/2 805 1,335 905 2,115 1,005 2,580 1,105 2,715 (12.7) (63.5) (3.6) (6.0) (4.1) (9.5) (4.5) (11.6) (5.0) (12.2) 1. Allowable load capacities are calculated using an applied safety factor of 4.0. Consideration of safety factors of 10 or higher may be necessary depending on the application, such as life safety or overhead. 2. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. (b) 3 www.powers.com Canada: (905) 673 -7295 or (514) 631 -4216 Powers USA: (800) 524 -3244 or (914) 235 -6300 U.S. METAL BUILDINGS RECE\IE 1182 EAST NEWPORT CENTER DR. Q 2009 DEERFIELD BEACH, FL 33442 N ov 1 a CITY OF TIGAR BUILDING DIVISION STRUCTURAL DESIGN CALCULATIONS FOR U.S. METAL BUILDINGS 1182 EAST NEWPORT CENTER DR. DEERFIELD BEACH, FL 33442 NICK NISSEN 11470 SW 130TH TIGARD, OR 97223 0 0820 - 246778 BUILDING DATA Width (ft) = 26.0 Length (ft) = 60.0 Eave Height (ft) = 12.0/ 12.0 Roof Slope (rise /12 ) = 4.00/ 4.00 Dead Load (psf ) = 2.0 Live Load (psf ) = 20.0 Collat. Load (psf ) = 0.5 Snow Load (psf ) = 25.0 Wind Speed(mph ) = 100.0 Wind Code = IBC 06 Closed /Open = C Exposure = B Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa *Ss) = 1.08 Designer = AKT INDEX PAGES: O � ROF • Design Loads - Building Components �,� Fs+ o Front /Back Sidewalls 6 to 4S141? o Left /Right Endwalls 12804 PE o Roof Design L • A o Rigid Frame(s) I �` ,, . ! • Reactions, Anchor Bolts & Base \ OREGON I Plates 1` 1 �0b Q � • Seismic Design Report 4. .14. O p LEATHER �� 11/ 3/09 " 12.3" 1� 0820 - 246778 Design Loads For Building Components: 11/ 3/09 1:51pm FRONT SIDEWALL: BASIC LOADS: Edge_Strip_Ratio Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 15.2 1.00 1.00 3.00 1.07 1.23 1.07 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 14.5 -15.8 .. Girt /Header 18.0 -19.5 .. Panel 14.5 -15.8 .. Jamb 22.8 -15.2 .. Parapet BACK SIDEWALL: BASIC LOADS: Edge_Strip_Ratio Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 15.2 1.00 1.00 3.00 1.07 1.23 1.07 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 14.5 -15.8 .. Girt /Header 18.0 -19.5 .. Panel 14.5 -15.8 .. Jamb 22.8 -15.2 .. Parapet LEFT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 25.0 15.2 1.00 1.00 3.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 0.40 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 14.5 -15.8 .. Column 14.5 -15.8 .. Girt /Header 14.5 -15.8 .. Jamb 18.0 -19.5 .. Panel 22.8 -15.2 .. Parapet WIND COEFFICIENTS: Column /Rafter Rafter Column /Brace Surf Wind _l Wind_2 Wind_2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.55 -0.81 0.00 0.00 2 -1.06 -0.75 -0.70 -0.39 -1.06 -0.75 -0.87 0.00 3 -0.75 -1.06 -0.39 -0.70 -0.75 -1.06 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.81 0.55 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load -- Add_Snow- Wind_1 Wind_2 ' Long Column_Wind Aux_Load No. Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Press Suct Seis Id Coef 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 21 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 26 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 27 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 28 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load -- Add_Snow- Wind_1 Wind_2 Long Aux_Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Seis Id Coef 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 6 1.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.'00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 8 1 E1UNB_SL_L 3 1 0.30 2 1.00 3 0.62 2 E1UNB_SL_R 3 2 0.30 1 1.00 4 0.62 3 ElPAT_SL 3 1 2 0.50 4 ElPATSL 4 1 1 0.50 5 LWINDI _L 1 5 1.00 6 LWIND1_R 1 6 1.00 7 LWIND2_L 1 7 1.00 8 LWIND2 R 1 8 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist 12 1 3 D -0.23 -0.23 -0.33 0.00 13.70 2 2 D -0.23 -0.23 0.33 0.00 13.70 3 2 D -0.23 -0.23 0.33 6.51 13.70 4 3 D -0.23 -0.23 -0.33 0.00 7.20 5 2 D 0.06 0.06 0.00 0.00 6.00 6 3 D 0.06 0.06 0.00 7.70 13.70 7 2 D 0.03 0.03 0.00 0.00 6.00 8 3 D 0.03 0.03 0.00 7.70 13.70 9 2 WINDL1 D -0.05 -0.05 0.00 13.00 13.70 10 2 WINDL2 D -0.05 -0.05 0.00 13.00 13.70 11 3 WINDR1 D -0.05 -0.05 0.00 0.00 0.70 12 3 WINDR2 D -0.05 -0.05 0.00 0.00 0.70 RIGHT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 25.0 15.2 1.00 1.00 3.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 0.40 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 14.5 -15.8 .. Column 14.5 -15.8 .. Girt /Header 14.5 -15.8 .. Jamb 18.0 -19.5 .. Panel 22.8 -15.2 .. Parapet WIND COEFFICIENTS: Column /Rafter Rafter Column /Brace Surf Wind _l Wind_2 Wind_2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.55 -0.81 0.00 0.00 2 -1.06 -0.75 -0.70 -0.39 -1.06 -0.75 -0.87 0.00 3 -0.75 -1.06 -0.39 -0.70 -0.75 -1.06 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.81 0.55 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load -- Add_Snow- Wind_1 Wind_2 Long Column_Wind Aux_Load No. Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Press Suct Seis Id Coef 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 21 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 26 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 27 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 28 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load -- Add_Snow- Wind_1 Wind_2 Long Aux_Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Seis Id Coef 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 6 1.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 8 1 E2UNB_SL_L 3 1 0.30 2 1.00 3 0.62 2 E2UNB_SL_R 3 2 0.30 1 1.00 4 0.62 3 E2PAT_SL 3 1 2 0.50 4 E2PATSL 4 1 1 0.50 5 LWINDI L 1 5 1.00 6 LWIND1R 1 6 1.00 7 LWIND2_L 1 7 1.00 8 LWIND2 R 1 8 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist 12 1 3 D -0.23 -0.23 -0.33 0.00 13.70 2 2 D -0.23 -0.23 0.33 0.00 13.70 3 2 D -0.23 -0.23 0.33 6.51 13.70 4 3 D -0.23 -0.23 -0.33 0.00 7.20 5 2 D 0.06 0.06 0.00 0.00 6.00 6 3 D 0.06 0.06 0.00 7.70 13.70 7 2 D 0.03 0.03 0.00 0.00 6.00 8 3 D 0.03 0.03 0.00 7.70 13.70 9 2 WINDL1 D -0.05 -0.05 0.00 13.00 13.70 10 2 WINDL2 D -0.05 -0.05 0.00 13.00 13.70 11 3 WINDR1 D -0.05 -0.05 0.00 0.00 0.70 12 3 WINDR2 D -0.05 -0.05 0.00 0.00 0.70 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 0.5 20.0 25.0 15.2 1.00 1.00 0.00 1.000 0.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Suct_Roof 10.0 -14.9 .. Purlins 0.0 -33.5 .. Gable Extensions 10.4 -16.5 .. Panels 6.1 -4.4 -10.5 .. Long Bracing, Building 9.3 -6.5 .. Long Bracing, Wall Edge Zone 22.8 -15.2 12.2 .. Long Bracing, Facia /Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone -- Purlin - -- --- Panel - -- Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.41 1.00 1.73 4 3.00 0.00 1.00 1.41 1.00 1.73 5 0.00 3.00 1.00 1.41 1.00 1.73 6 3.00 0.00 1.00 1.41 1.00 1.73 7 3.00 3.00 1.00 2.22 1.00 2.57 8 3.00 3.00 1.00 2.22 1.00 2.57 9 3.00 3.00 1.00 2.22 1.00 2.57 10 3.00 3.00 1.00 2.22 1.00 2.57 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.41 1.00 1.73 4 3.00 0.00 1.00 1.41 1.00 1.73 5 0.00 3.00 1.00 1.41 1.00 1.73 6 3.00 0.00 1.00 1.41 1.00 1.73 7 3.00 3.00 1.00 2.22 1.00 2.57 8 3.00 3.00 1.00 2.22 1.00 2.57 9 3.00 3.00 1.00 2.22 1.00 2.57 10 3.00 3.00 1.00 2.22 1.00 2.57 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL • Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 3 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load -- Add_Snow- Wind Wind Aux Load Id Loads Id Dead Collat Live Snow Drift Slide Press Suct Id Coef 2 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 3 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 BRACING DESIGN LOADS: No. Load -- Add_Snow- Wind Wind Seis Aux_Load Loads Id Dead Collat Live Snow Drift Slide Press Suct Load Id Coef 10 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 5 1.34 1.34 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 6 1.34 1.34 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0 0.00 7 1.34 1.34 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0 0.00 8 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.76 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0 0.00 10 0.76 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 5 1 1 1 0.50 2 1 3 0.50 3 2 1 0.50 2 0.50 • 4 2 2 0.50 3 0.50 5 UNB_SL 4 4 1.00 5 0.62 6 1.00 7 0.62 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc Add Id Id Load Type W1 W2 Dxi Dx2 .. Dist 7 1 0 D -25.0 -25.0 0.0 20.0 2 0 D -25.0 -25.0 20.0 40.0 3 0 D -25.0 -25.0 40.0 60.0 4 2 D -25.0 -25.0 0.0 13.7 , 5 2 D -25.0 -25.0 6.5 13.7 6 3 D -25.0 -25.0 0.0 13.7 7 3 D -25.0 -25.0 0.0 7.2 RIGID FRAME #1: BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 2.0 20.0 25.0 0.5 15.2 1.00 0 BASIC LOADS AT EAVE: - Seismic -- Weak_Axis L Weak Axis _R -- Torsion -- - EW_Brace -- Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis 0.41 0.94 0.00 0.00 0.59 0.30 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- Wind_2 - -- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.35 -0.62 0.73 -0.25 -0.63 -0.63 0.00 2 -0.87 -0.65 -0.51 -0.29 -0.87 -0.65 0.00 3 -0.65 -0.87 -0.29 -0.51 -0.87 -0.65 0.00 4 -0.62 0.35 -0.25 0.73 -0.63 -0.63 0.00 DESIGN LOADS: Load -- Add_Snow- - Wind_1 -- - Wind_2 -- Long_wind - Seismic-- Aux Load No. Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 58 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 • 27 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 2 1.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 1 1.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 2 1.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 3 1.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 4 1.00 39 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 40 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 41 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 42 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 43 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 44 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 45 1.07 1.07 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 46 1.07 1.07 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 47 1.07 1.07 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 1.07 1.07 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 49 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 50 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0.00 0 0.00 51 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 52 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 53 1.07 1.07 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 54 1.07 1.07 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 55 1.07 1.07 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 56 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 58 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 6 1 LWINDI_L2E 1 1 1.00 2 LWINDI_R2E 1 2 1.00 3 LWIND2_L3E 1 3 1.00 4 LWIND2_R3E 1 4 1.00 5 F1UNB_SL_L 3 9 0.30 10 1.00 11 0.62 6 F1UNB_SL_R 3 10 0.30 9 1.00 12 0.62 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 12 1 2 D 0.12 0.12 0.000 0.00 6.00 2 3 D 0.12 0.12 0.000 7.70 13.70 3 2 D 0.06 0.06 0.000 0.00 6.00 4 3 D 0.06 0.06 0.000 7.70 13.70 5 2 WINDL1 D -0.07 -0.07 0.000 13.00 13.70 6 2 WINDL2 D -0.07 -0.07 0.000 13.00 13.70 7 3 WINDR1 D -0.07 -0.07 0.000 0.00 0.70 8 3 WINDR2 D -0.07 -0.07 0.000 0.00 0.70 9 3 D -0.45 -0.45 -0.330 0.00 13.70 10 2 D -0.45 -0.45 0.330 0.00 13.70 11 2 D -0.45 -0.45 0.330 6.51 13.70 12 3 D -0.45 -0.45 -0.330 0.00 7.20 0820 - 246778 Reactions, Anchor Bolts, & Base Plates:ll/ 3/09 1:51pm Foundation_Loads(k ) Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick 1 C 9 0.0 -0.8 9 0.0 -0.8 2 0.625 7.00 8.00 0.250 10 0.0 1.8 1 B 9 1.4 -1.8 11 -1.3 -1.7 2 0.625 7.00 8.00 0.250 12 0.0 4.6 9 1.4 -1.8 1 A 13 0.0 -0.8 13 0.0 -0.8 2 0.625 7.00 8.00 0.250 14 0.0 1.8 4 A 9 0.0 -0.8 9 0.0 -0.8 2 0.625 7.00 8.00 0.250 15 0.0 1.8 4 B 9 1.4 -1.8 11 -1.3 -1.7 2 0.625 7.00 8.00 0.250 12 0.0 4.6 9 1.4 -1.8 4 C 13 0.0 -0.8 13 0.0 -0.8 2 0.625 7.00 8.00 0.250 16 0.0 1.8 2* C 1 2.3 4.4 2 -2.4 -2.0 4 0.750 6.00 10.50 0.500 3 1.7 7.7 4 0.6 -3.4 2* A 5 2.4 -2.0 6 -2.4 4.4 4 0.750 8.00 10.50 0.750 7 -1.7 7.7 8 -0.6 -3.4 2* Frame Lines:2 3 Load Load Id Combination 1 DL +CL +0.75SL +0.75WR1 +0.75Slide 2 0.60DL +WL2 3 DL+CL+FIUNB_SLL 4 0.60DL- LnWndl +LWINDI L2E 5 0.60DL +WR2 6 DL +CL +0.75SL +0.75WL1 +0.75Slide 7 DL +CL +FIUNB SL _R 8 0.60DL- LnWndl +LWINDI R2E 9 0.60DL +WL2 +WS 10 DL +CL +EIUNB SL L 11 0.60DL +WP +LnWndl 12 DL +CL +SL +Slide 13 0.60DL +WR2 +WS 14 DL +CL +EIUNB SL _ 15 DL +CL +E2UNB SL L 16 DL +CL +E2UNB SL R BRACING /PANEL SHEAR REACTIONS: Reactions(k ) Panel - -- Wall -- Col - - -- Wind - - -- -- Seismic Shear Loc Line Line Horz Vert Horz Vert (1b/ft) L_EW 1 56.97 F_SW A Weak Axis Bending Used R_EW 4 56.97 B_SW C 23.47 RIGID FRAME COLUMN REACTIONS FROM WEAK AXIS BENDING: - -- Wall -- Col - -- Reaction(k ,f -k ) - -- Loc Line Line Horz AB Vert Moment Load Id F_SW A 2 0.6 12.5 6.8 Wind 0.3 6.4 3.4 Seismic F_SW A 3 0.6 12.5 6.8 Wind 0.3 6.4 3.4 Seismic 0820 - 246778 Additional Reactions Report: 11/ 3/09 1:51pm Rigid Frame Column Reactions Frame Col - -- Dead - -- Collateral - -- Live - -- - -- Snow - -- - Wind_L1 -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C 0.2 0.8 0.0 0.1 1.4 5.2 1.7 6.5 -2.1 -3.9 2* A -0.2 0.9 0.0 0.1 -1.4 5.2 -1.7 6.5 -1.2 -2.0 Frame Col - Wind_R1 -- - Wind_L2 -- - Wind_R2 -- - LnWind_1- - LnWind_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C 1.1 -2.0 -2.5 -2.5 0.8 -0.6 0.4 -3.4 0.6 -2.6 2* A 2.1 -3.9 -0.8 -0.6 2.5 -2.5 -0.4 -3.4 -0.6 -2.6 Frame Col Seismic_L- Seismic_R- LWIND1_ Vert LWIND1_ Vert LWIND2_L3E V Line Line Horz Vert Horz Vert Horz Vert Horz ert Horz ert 2* C -0.4 -0.4 0.4 0.4 0.1 -0.5 -0.1 -0.2 0.0 -0.3 2* A -0.4 0.4 0.4 -0.4 0.1 -0.2 -0.1 -0.5 0.1 -0.1 Frame Col LWIND2_R3E F1UNB_SL_L F1UNB_SL_R V Line Line Horz Vert Horz Vert Horz Vert 1 2* C -0.1 -0.1 1.5 6.7 1.5 3.9 2* A 0.0 -0.3 -1.5 3.8 -1.5 6.7 2* Frame Lines:2 3 Endwall Column Reactions Frame Col Dead Coll Live Snow Wind Ll Wind R1 Wind_L2 Wind_R2 Line Line Vert Vert Vert Vert Vert Vert Vert Vert 1 C 0.2 0.0 1.0 1.3 -0.9 -0.6 -0.9 -0.6 1 B 0.5 0.1 3.2 4.0 -2.1 -2.1 -2.1 -2.1 1 A 0.2 0.0 1.0 1.3 -0.6 -0.9 -0.6 -0.9 Frame Col Wind_P Wind_S LnWindl LnWind2 Seis_L Seis_R - E1UNB_SL_L- Line Line Horz Horz Vert Vert Vert Vert Horz Vert 1 C 0.0 0.0 -0.8 -0.6 0.0 0.1 0.0 1.6 1 B -1.3 1.4 -2.0 -1.5 -0.2 -0.2 0.0 3.5 1 A 0.0 0.0 -0.8 -0.6 0.1 0.0 0.0 0.2 Frame Col - E1UNB_SL_R- - E1PAT_SL 3- - E1PAT_SL 4- -- LWIND1_ Vert Line Line Horz Vert Horz Vert Horz Vert Horz ert 1 C 0.0 0.2 0.0 0.7 0.0 -0.1 0.0 -0.2 1 B 0.0 3.6 0.0 1.0 0.0 1.0 0.0 -0.1 1 A 0.0 1.6 0.0 -0.1 0.0 0.7 0.0 0.0 Frame Col -- LWIND1_ Vert Vert -- LWIND2_ Vert -- LWIND2_R -- Line Line Horz ert Horz ert Horz ert 1 C 0.0 0.0 0.0 -0.1 0.0 0.0 • 1 B 0.0 -0.1 0.0 -0.1 0.0 -0.1 1 A 0.0 -0.2 0.0 0.0 0.0 -0.1 Frame Col Dead Coll Live Snow Wind _L1 Wind R1 Wind_L2 Wind_R2 Line Line Vert Vert Vert Vert Vert Vert Vert Vert 4 A 0.2 0.0 1.0 1.3 -0.9 -0.6 -0.9 -0.6 4 B 0.5 0.1 3.2 4.0 -2.1 -2.1 -2.1 -2.1 4 C 0.2 0.0 1.0 1.3 -0.6 -0.9 -0.6 -0.9 Frame Col Wind_P Wind_S LnWindl LnWind2 SeisL Seis_R - E2UNB_SL_L- Line Line Horz Horz Vert Vert Vert Vert Horz Vert 4 A 0.0 0.0 -0.8 -0.6 0.0 0.1 0.0 1.6 4 B -1.3 1.4 -2.0 -1.5 -0.2 -0.2 0.0 3.5 4 C 0.0 0.0 -0.8 -0.6 0.1 0.0 0.0 0.2 Frame Col -E2UNB SL R- -E2PAT SL 3- -E2PAT SL 4- -- LWIND1 L -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 4 A 0.0 0.2 0.0 0.7 0.0 -0.1 0.0 -0.2 4 B 0.0 3.6 0.0 1.0 0.0 1.0 0.0 -0.1 4 C 0.0 1.6 0.0 -0.1 0.0 0.7 0.0 0.0 Frame Col -- LWIND1_ Vert Vert 4 A 0.0 0.0 0.0 -0.1 0.0 0.0 4 B 0.0 -0.1 0.0 -0.1 0.0 -0.1 4 C 0.0 -0.2 0.0 0.0 0.0 -0.1 0820 - 246778 Seismic Design Report: 11/ 3/09 1:51pm Building Data Code =IBC 06 Length = 60.00 Width = 26.00 Left Eave Height = 12.00 Right Eave Height = 12.00 Seismic Formula Base Shear, V = 0.667 *Ie *Fa *Ss *W /R Vmin = 0.044 *Sds *Ie *W Vmax = Shc *Ie *W /(T *R) Shear Force, E = Rho *V T = 0.204 (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega *V T = 0.129 (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa *Ss = 1.079 Zone /Design Category= D Ie = 1.000 S1 = 0.347 Sdl = 0.395 Sds = 0.720 Seismic Dead Load, W Snow Factor = 0.000 Roof Dead +Collat = 2.50 (psf ) i Frame Dead = 2.00 (psf ) Roof Total = 4.50 (psf ) , Weight= 7.02 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.37 (k ) F_SW Dead = 2.00 (psf ) , Weight= 0.72 (k ) R_EW Dead = 2.00 (psf ) , Weight= 0.37 (k ) BSW Dead = 2.00 (psf ) , Weight= 0.72 (k ) Total = 9.20 (k ) Seismic Forces Sidewall Panel Front R = 3.25, Omega= 2.00 Cs = 0.2215 W = 4.60 (k ) Force, V = 1.02 (k ) Force, Em = 2.04 (k ) Back R = 3.25, Omega= 2.00 Cs = 0.2215 W = 4.60 (k ) Force, V = 1.02 (k ) Force, Em = 2.04 (k ) Endwall Panel Left R = 3.25, Omega= 2.00 Cs = 0.2215 W = 1.81 (k ) Force, V = 0.40 (k ) Force, Em = 0.80 (k ) Right R = 3.25, Omega= 2.00 Cs = 0.2215 W = 1.81 (k ) Force, V = 0.40 (k ) Force, Em = 0.80 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.2215 Frame 1 W = 2.85 (k ) Force, V = 0.63 (k ) Force, E = 0.82 (k ) End Plates Frame R = 3.25, Omega= 3.00 Total Base Shear Longitudinal Force, V = 2.04 (k ) Transverse Force, V = 2.06 (k ) • 1 �:�{ c1 -02-lo i. 1 R ECEIVED : • N, • NOV 18 2009 CITY OF TIGARD • BUILDING DIVISION INSTALLATION MANUAL Roof "X" Bracing Main Frame Rafter � Flange Brace ► / // �> Rake Angle / „, � 4 Purlin • %_:,>'_,,!0■*"'_.;.= 4 - ,,,,,ida■ - --:.-.. fr iq*,4 , f r '‘.- ■ „„loia.. - . , : ,,,._ --,,,,,,_ I ,,,, 4-vor,.. opppp/- 4 .1114- ,,,,,, �_ '!_` Girt / i Base Angle i ' 1. 4 . dr • Eave Strut d 1 i ll 1Mall Bracing Endwall Column Endwall Rafter v Main Frame Column • r Endwall Corner Column • I f _ t • -t • • • IMPORTANT NOTE: • All details, recommendations and suggestions in this man- ual are for general guidelines only, and not meant to be all - inclusive. Industry . accepted installation practices with regard to all areas not specifically discussed in this manual should be followed. Only experienced, - knowledgeable installers familiar with accepted practices should be used to assure a quality project. All safety requirements, whether statutory, regulatory, or customary, must be adhered to at all times during installa- tion of components supplied by Manufacturer. KNOWLEDGE OF AND ADHERENCE TO OSHA AND OTHER LOCAL CODES OR LAWS IS CRITICAL, AND IS THE RESPONSI- BILITY OF THE INSTALLER. • • • 1' • • • NCI Building Systems, L.P. All Rights Reserved R -3/12- 04/10M TABLE OF CONTENTS ti Introduction 5 Foundation & Building Anchorage 7 Preparation for Installation 12 Unloading & Storing Materials 15 Bolt Tightening Procedures 19 • Installation of Primary & Secondary Structural • 22 Sheeting Information 30 Wall Insulation & Sheeting 33 Roof Insulation & Sheeting 37 Trim & Accessories 48 • I I. Installation Manual 3 •I INTRODUCTION DEFINITIONS OF TERMS USED IN THIS MANUAL: o Manufacturer - The Manufacturer in this manual is used to refer to the man- ufacturer, and includes all the divisions and subsidiaries of the manufacturer that may supply materials to the project. Installer - The Installer is the company, entity, or individual who is responsible for assembling the building at the job site. Builder - The Builder is the company or individual who purchases the build- ing materials. THE MANUFACTURER RESERVES THE RIGHT TO MODIFY ANY AND ALL DETAILS OR RECOMMENDATIONS OF THIS MANUAL WITHOUT INCURRING OBLIGATION. IMPORTANT NOTE: Read and understand this page before proceeding with any work or further reading. Safety First! The Manufacturer has a commitment to manufacture quality building components that are designed to meet the structural requirements of the building. However, the safety commitment and job site practices of the installer are beyond the control of the Manufacturer and include expertise not possessed by the manufacturer. It is urgently recommended that safe working conditions and accident prevention practices be the top pri- ority on the job site, and that local, state and federal safety and health standards always be followed to help insure worker safety. These points cannot be stressed too strongly. Job site safety is a joint responsibility of all parties present on the job site, including owners, architects, engineers, contractors, subcontractors, delivery personnel, and employees of all the above, among oth- ers. All should be watchful to avoid hazards that might cause damage to property or injury to any person, including himself or herself. Always make certain all employees know the safest and most productive way of installing a building along with emergency telephone numbers, location of first aid stations and emergency procedures. Avoid work- ing during inclement weather periods when personnel are at increased risk due to high winds, lightning, precipitation, etc. The Manufacturer recommends daily meetings highlighting safety procedures, the use of hard hats, rub- ber sole shoes for roof work, proper equipment for handling material and appropriate safety gear, includ- ing nets where necessary. This manual should be interpreted and administered with sound judgment consistent with good safety practices. Its information is to be disseminated to all workers on the job site. Ultimate safe- ty guidelines and on -site provisions are the responsibility of all the parties on -site. Safety First! ' � I Installation Manual 5 c 0 0 C INTRODUCTION The Manufacturer manufactures high quality, pre- engineered metal building packages. Quality installation is essential to complete the structure to the satisfaction of the building owner. This manual has been prepared to help guide the installation process and reflects the techniques in use in the metal building industry believed to be most representative of good installation practices. These pro- cedures and methods are by necessity general in nature. The installer should always use proven and safe installation methods. This installation manual is intended only as a supplement to the Construction Drawings that are furnished with each building. The Construction Drawings show the building as engineered and fabri- cated according to information given to the Manufacturer. The Building Construction Drawings will always govern with regard to construction details and specific building parts. However, it may also be necessary for the Engineer of Record (not the Manufacturer) to prepare installation sequence drawings. Contact the Manufacturer's Customer Service Department to resolve any matters not addressed. The information contained in this manual is believed to be reliable. However, the Manufacturer disclaims any responsibility for damages that may result from use of this manual since the actual installation opera- tions and conditions are beyond the Manufacturer's control. Only experienced, knowledgeable installers with trained crews and proper equipment should be engaged to do the installation. It is emphasized that the Manufacturer is only a manufacturer of metal buildings and components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices are intended to present only a guide as to how the components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the com- pleted building are determined by the experience, expertise, and skills of the installation crews, as well as the equipment available for handling the materials. The Metal Building Manufacturers Association's "CODE OF STANDARD PRACTICE" shall govern with respect to the fabrication tolerances, installation methods, and all fieldwork associated with the project in question. The installer should familiarize himself with the contents of this document. Additional copies may be requested at a nominal cost. 6 Installation Manual FOUNDATION AND BUILDING L ANCHORAGE GENERAL FOUNDATION INFORMATION The Manufacturer requires that an experienced foundation engineer design all building foundations, including pier sizes, grade beams and floor slabs. This engineer can also recommend excavation proce- y u dures, drainage practices, formwork, reinforcing steel requirements and concrete proportioning. This will o a assure proper designs, expedite the work, and reduce costs. 0 1G .. Proven construction techniques should be adhered to in the foundation work. The bottoms of all excava- " _ tions should be level and smooth, and care should be taken to prevent cave -ins when utilizing the walls of the excavations for concrete forms. Strict adherence to OSHA and other local codes or laws governing "shoring of excavation to prevent accidental cave -ins" is critical. Where the ground surface is not level, the bottoms of the foundations should be in steps coinciding with the piers (as shown). Fill areas should be properly compacted to prevent settling cracks. Footing should extend below any fill material. Care should be taken to obtain a good finish on the floor slab and to maintain the correct elevation through- out the slab. Pouring the slab in alternate sections, "checkerboard fashion ", can minimize shrinkage cracks. The outer corners of the foundation walls and piers should be sharply formed with straight sides and level tops. This will allow proper seating and good alignment of the base support member. SLAB 111=111=111=111=111=111=111 =111= 111 = 111 =111 = 111 =11 1 IIEIIIE IIIEIIIE111E111 _111=IIIE 111E-1IIE 111EIIIEIIIE _111EDIE111E111Ell1E111E111= 111E-111E111cl11Eul =111 111 =III =111E11E 111E 111E 111E IIIE I IIEIIIE 111_ 111_111E III =III =III . - I11E111E111E11 EIIIE111E111 . •• IIIEIIIEIIIE 111=111 =111 , •III = III =III =. = 111 =1i1 =n ' • :III= III — jj 111 -111 -1 '.III 111 1I -: • E 111 =111= • III= 111 =11 =111 =III •. • IIIEIIIE1`r =p1 411 GRADE BEAM POURED AGAINST EARTH SIDES AND BOTTOM NATURAL GROUND TOP OF GRADE BEAM =m =m =w _ 111 — 1 = — II 111= 111EIII = 111- 111E11E111E111E111E111E 111 == 111=11 111 =IIIEIIIE 1= 111 =111 =111= III = 111= 111oln_ — 111= 111 =111= 111 = 111 =III = 111= 111 = 111 =III =111 =III III_ = III =III =111 = III =W =I 1 = 1 = I — 4 1 =m =111=111 = 111= 1�1Eu 111= — 1y =1y IEnIcMl =lfl Em_InEI' — ll — 1 =Hr IcMPRI =MI =HI =1r1 =111M0=0 = ,, 111E-11F111 ,p , a ' "c a . ,, • m T - mei =".1111 E1 11=111FII =111 = _ 1111 I�l =11��II—IIITIIIE �d4�a C•� 9 �,, =111=111=111= 111= 111 =111 Fc�enF3740. 44.4. . •. ' • • 4 t . M • • , • • • ��- ttt��- ,ti 0ti; 4�4?k�3 •�� • • FOOTING FOOTING OR PIER CAP FOUNDATION CHECKING PROCEDURES • The importance of accurate foundation construction and anchor bolt settings cannot be over- . emphasized. Foundation errors and mislocation of anchor bolts are among the most frequent and trou- blesome errors made in metal building construction. The following procedures and methods should help to minimize these costly errors and delays. Installation Manual 7 li l � l ■ NS\OavP S� c U . / I o v 4 m a rl = o s o u c ro Q 0 LL. II TRANSIT 1. To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start -up. ANCHOR BOLT SETTINGS It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar means, so that they will remain plumb and in the correct location during placing of the concrete. Check the concrete forms and anchor bolt locations prior to the pouring of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. STAKE SHEETING STEEL LINE NOTCH \ TEMPLATE i + , '� — y B E ,./� �f J / Imo, Ij. D FORM BOARD 416 : -�� - .1� . \ I / ANCHOR BOLTS' . 1 0114 A • :: :: . * -4,, STEEL LINE • PROJECTION OF ANCHOR BOLTS "D" a GIVEN ON ANCHOR BOLT PLAN. r ,__ ./ • , l.� FORM BOARD fi / �\\ i I TEMPLATE ' / rt i1111� „AO' 1 : — g L--- -1--1- I A SHEETING NOTCH SHOWN % B 1 E 1 BUT NOT REQUIRED DIMENSIONS A, B, AND C AS GIVEN ON ANCHOR BOLT PLAN Unless noted, anchor bolts are not by manufacturer. _ 8 Installation Manual T t TYPICAL. DRAWING TYPES TYPICAL ANCHOR BOLT PLAN • NOTE: Strict adherence to your specific anchor bolt plan Is required. Foundation must be square and on plane! Make certain the anchor bolt plan being used is "For Construction ", NOT "Preliminary ". • I I _ I I: • BP-10W BP-09 W 0— - B -08 - - - - — -- HOLD THIS DIM -- — - — - -- BP -07 >A 3" CL /CL OUTER ANCHOR BOLTS 48'-8" 3" 4 in 4 il 4 to . 0 _ _ B -0S -E BP -08 2 P. w al LL O Q m a 5 N THIS PLAN DOES NOT W " in m HAVE A SHEETING NOTCH co rf r o— -a --------- - - - - - E BP -08 SPAS 4 4 r of N . . i . i BP-04 �_— m BRACED BAY BP -03M BP-02m BP -01m .. I I I I I I 15'-0" 20' -0" 15'-0" ` 50'-0" OUT /OUT OF STEEL • TYPICAL ANCHOR BOLT PLAN Installation Manual 9 RIGID FRAME CROSS SECTION The typical section shows the column and rafter arrangement, purlin, girt and frame brace locations, bolt sizes and numbers, inside clearances and the layout of sidewall panels, roof panels and Light Transmitting Panels. The following illustrates a typical frame cross - section and a description of its contents. 1. Building steel width; dimension is out to out of girt line 2. Dimension from out of girt line to centerline of ridge; this dimension will be centerline dimen- co 'or sion on symmetrical gable building 3. Depth of column web at column base 4. Total depth of column and girt at frame knee z 5. Horizontal clear dimension of frame at knee connection LL 6. Building eave height; dimension measured from finished floor to top flange of eave strut 7. Girt spacing 8. Vertical clear dimension at knee connection, measured at bottom of connection plate 9. Roof slope 10. Slope dimension from centerline of ridge to out of eave strut measured along slope of roof at roof line 11. Purlin spacing 12. Roof panel types 13. Light transmitting panel locations (if applicable) 14. Web depths of all built -up members 15. Flange brace location 16. Roof panel endlap dimensions measured from purlin web line 17. Bolted frame splice designation 12 ONE r 50'- 5'. 03/,6 4 ' -0 3/8' 1' -4" 5 0 �,8' S'- 0 5'- 03/ 5'.p 5'-0 4'- 11 5'- 0 5'-0 ---- - "PBR" PANEL 32 suNumra NNIIIHMMIIIII 40�� — FB -XXX (10) 40 Typ. U.N. BOLTS with 1/2" P's (12)1 "0x 3'/." HT L BOLTS with P's = Flange Brace location. Refer to • _ construction drawings for specific • w part mark a * w Q � Q z io W Y U Q 1 FINISH FLOOR 14' -0 1 91' -10 CLEAR 100' -0 0/0 STEEL RIGID FRAME CROSS SECTION ROOF FRAMING PLAN The roof framing plan shows the layout and part numbers of purlins, eave struts, bridging clips and brac- ing. A description of the contents on a typical roof - framing plan follows on the next page. 10 Installation Manual 1. Building steel length shown out to out of purlins 2. Building steel width shown out to out of eave struts (or girts) 3. Sidewall column line designation (number) 4. Endwall column line designation (letter) 5. Sidewall bay spacing measured centerline to centerline of interior frames 6. Endwall exterior bay spacing shown on anchor bolt plan 7. Endwall interior bay spacing measured centerline to centerline of endwall columns 8. Purlin piece marks 9. Roof wind bracing piece marks 10. Eave strut piece mark 11. Downspout locations and /or maximum spacing 12. Knock -in- bridging spacing and piece marks (if applicable) 13. Purlin lap dimensions at interior bays SIDEWALL FRAMING ELEVATION The sidewall framing elevation shows the girts, eave struts and sidewall bracing layouts and part numbers. The contents of a typical sidewall elevation drawing are given below. 1. Building steel length measured out to out of endwall girts 2. Main frame end frame inset dimension; this dimension varies with end frame type and end - wall girt depths, and is measured from outside of endwall girt to centerline of corner column 3. Sidewall bay spacing measured centerline to centerline of interior frames 4. Sidewall girt spacing 5. Eave strut piece mark 6. Sidewall girt piece mark 7. Sidewall bracing piece mark 8. Sidewall column line designation 9. Location of any shop located framed openings 10. Header and jamb piece marks (if applicable) ENDWALL FRAMING ELEVATION The endwall framing elevation shows the end framing column, rafter and girt arrangements and piece marks. Typical column and beam and rigid frame endwall framing elevations are explained below. 1. Endwall framing elevation designation by frame line number 2. Building steel width measured out to out of sidewall girts 3. Endwall exterior bay spacing 4. Endwall interior bay spacing measured centerline to centerline of endwall columns 5. Building eave height measured from top of finished floor to top flange of eave strut 6. Endwall girt spacing 7. Corner column piece mark 8. Endwall rafter piece mark 9. Endwall interior column piece mark 10. Endwall girt piece mark 11. Endwall column line designation (letter) 12. Location of any shop located framed openings 13. Header and jamb piece marks (if applicable) 14. Bolt size and quantity at endwall column to rafter connection Installation Manual 11 PREPARATION FOR INSTALLATION ACCESS TO SITE The vehicle transporting your building parts must gain access to the building site from the adjacent high- way or road. Such access should be studied and prepared in advance of arrival. All obstructions, over- head and otherwise, must be removed and the access route graveled or planked if the soil will not sustain the heavy wheel loads. The availability of any required utilities should also be considered in advance. Take careful note of any overhead electric lines or other utilities to avoid hazards and damage (Notify your utility company(s) when necessary). Develop a comprehensive safety awareness program in advance to familiarize the work force with the LL o unique conditions of the site, and the building materials, along with the appropriate "Safe Work" practices o .ro that will be utilized. it 17, NOTE: Complete sets of Construction Drawings are furnished with every building. Each plan is specially prepared for each individual building and should be strictly adhered to. Familiarize yourself and the crew with these drawings prior to start - up. UNLOADING OPERATIONS Pre- planning of the unloading operations is an important part of the installation procedure. This involves careful, safe and orderly storage of all materials. Detailed planning is required at the job site where stor- age space is restricted. Here, a planned separation of materials in the order of the installation process is necessary to minimize the costly double handling of materials. While set procedures are not possible in all cases, special attention should be given to the following items. NOTE: The Manufacturer's trucks are loaded to maximize efficiency, maximize • trailer weight, and insure safety. Unfortunately, the Manufacturer cannot load trucks per customer request. * ** SAFETY FIRST AT ALL TIMES! * ** 1. Location of carrier vehicle during unloading Unload materials near their usage points to minimize lifting, travel and rehandling during building assembly. Prepare necessary ramp for truck The edges of the concrete slab should be protected to minimize the danger of chipping or crack- ing from truck traffic if the materials are to be laid out on the slab. One important safety consid- eration is the fact that materials stored on the slab may subject the workers to possible injury from falling objects. 3. Schedule lifting equipment (not by the Manufacturer) The type and size of lifting equipment is determined by the size of the building and the site con- ditions. Length of boom, capacity and maneuverability of lifting equipment will determine its loca- tion for both unloading and installation. You can use the same lifting equipment to unload and erect structural parts. Combining the unloading process with building installation usually minimizes lifting equipment costs. As soon as the truck is unloaded, the lifting equipment should be used to start installing the columns and rais- ing the assembled rafters into position. 4. Consideration of overhead electric wires Overhead power lines are a continuing source of danger. Extreme care must be used in locating and using lifting equipment to avoid contact with power lines. 5. Check shipment When shipments are received in the field, the following procedures MUST be followed. I Installation Manual CUSTOMER SERVICE PROCEDURES In order to give you prompt service and keep problems to a minimum, please handle any shortages or back charges in the following manner: Carefully check your packing list while unloading. Mark any items that appear to be missing and notify the Manufacturer's Customer Service Department as soon as possible by telephone. Calling someone else could delay the proper response. 1. SHORT MATERIALS Immediately upon delivery of material, quantities are to be verified by the Builder against quanti- ties that are billed on the shipping document. Neither the Manufacturer nor the carrier is respon- sible for material shortages against the quantities billed on shipping documents if such shortages are noted on shipping documents when the material is delivered, and then acknowledged by the carrier's agent. If the carrier is the Manufacturer, the Builder must make claim for damage direct- s- ly to the Manufacturer. If the material quantities received are correct according to the quantities that are billed on the shipping documents, but are less than the quantities ordered or the quanti- E ties that are necessary to complete the metal building according to the Order Documents, claim is o to be made to the Manufacturer. ' o DAMAGED OR DEFECTIVE MATERIAL Damaged or defective material, regardless of the degree of damage, must be noted on the shipping documents by the Builder and acknowledged in writing by the carriers agent. The Manufacturer is not responsible for material damaged in unloading, nor for packaged or nested materials, including but not limited to, fasteners, sheet metal, "C " and " Z" sections and covering panels that become wet and /or damaged by water while in the possession of others. Packaged or nested material that becomes wet in transit must be unpacked, unstacked and dried by the Builder. If the carrier is the Manufacturer, the Builder must make claim for damage directly to the Manufacturer. If the carrier is a common carrier, the Builder must make the claim for damage to the common carrier. The Manufacturer is not liable for any claim whatsoever, including but not lim- ited to, labor charges of consequential damages resulting from the Builders use of damaged of defective materials that can be detected by visual inspection. 3. EXCESSIVE MATERIAL The Manufacturer reserves the right to recover any materials delivered in excess of those required by the Order Documents. 4. INITIAL CLAIM In the event of error, the Builder must promptly make a written or verbal "Initial Claim" to the Manufacturer for the correction of design, drafting, Bill of Materials or fabrication error. The "Initial Claim" includes: • Description of the nature and extent of the errors, including quantities. • Description of the nature and extent of proposed corrective work, including estimated man - hours. • Material to be purchased from other than the Manufacturer, including estimated quantities and cost. • Maximum total cost of proposed corrective work and material to be purchased from other than the Manufacturer. If the error is the fault of the Manufacturer, an "Authorization for Corrective Work" must be issued in writing by the Manufacturer to authorize the corrective work at a cost not to exceed the maxi- ; mum total cost set forth. Alternative corrective work other than that proposed in the "Initial Claim" may be directed by the Manufacturer in the "Authorization of Corrective Work." Only the Customer Service Department may authorize corrective work. 5. FINAL CLAIM The "Final Claim" in writing must be forwarded by the Builder to the Manufacturer within ten (10) days of completion of the corrective work authorized by the Manufacturer. The "Final Claim" must include: Installation Manual 13 • Actual number of ,man -hours by date of direct labor use on corrective work and actual hourly rates of pay. • Taxes and insurance on total actual direct labor. • Other direct costs on actual direct labor. • Cost of material (not minor supplies) authorized by the Manufacturer to be purchased from other than the Manufacturer, including copies of paid invoices. • Total actual direct cost of corrective work (sum of 1, 2, 3 & 4). The "Final Claim" must be signed and certified true and correct by the Builder. "Final Claims" are credited to the Builder by the Manufacturer in an amount not to exceed the lesser of the maximum total cost set forth in writing in the "Authorization for Corrective Work" or total actual direct cost of corrective work. • Cost of equipment (rental or depreciation), small tools, supervision, overhead and profit are not subject to claims. `o a 6. STRUCTURAL FRAMING SHOP PRIMER C � ° b The primers supplied by NCI are not intended to provide the uniformity of appearance of a finish 71 coat nor to provide extended protection if subjected to prolonged exposure. If immediate erection = of steel is not possible, they must be protected from exposure to atmospheric and /or environ- a mental conditions that may be detrimental to paint performance. These conditions would include, but not be limited to, prolonged exposure to ultra - violet light due to possible fading and or spotting or standing water resulting in spotting, peeling or localized surface oxidation. The MBMA Commentary states that: "...the manufacturer is not responsible for the deterioration of the shop coat of primer or corrosion that may result from exposure to atmospheric and environmental conditions, nor the compatibility • of the primer to any field applied coating..." The AISC, Code of Standard Practice further states that: "...the shop coat of paint is the prime coat of the protective system. It protects the steel for only • a short period of exposure..." Primer touch -up due to transit abrasions and /or scratching during loading and unloading is to be expected. Primer touch -up is not the responsibility of NCI. Additional guidelines for the handling and storage of steel components can be found in both the MBMA Commentary and the AISC Code of Standard Practice. The coat of shop primer is intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. The coat of shop primer does not provide the uniformity of appearance, or the durability and corrosion resistance of a field applied finish coat of paint over a shop primer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any field applied coating. Minor abrasions to the topcoat caused by handling, loading, shipping, unloading and installation after painting are unavoidable. Touch up of these minor abrasions is the responsibility of the Builder. 7. SHIPMENT ARRIVAL TIME Every effort will be made to see that the carrier arrives at the job site on the requested day and at the requested hour. Manufacturer makes no warranty and accepts no responsibility for costs associated with a shipment not arriving at a requested time unless a separate agree- ment has been made in writing for a guaranteed arrival time. These procedures are primarily for your protection. A shortage discovered later can be caused by theft, misplacement, or other causes, and neither the carrier nor the Manufacturer can accept responsibility. NOTE: Galvanized and Galvalume Plus® materials are susceptible to damage from prolonged periods of contact with moisture while stacked together. If there is evi- dence of moisture during unloading, the panels should be separated, dried, and stored out of the weather to prevent permanent discoloration. Discolored Galvanized steel is not a reason for rejection of material. Never Install any material If Its quality is In question 14 Installation Manual UNLOADING AND STORING MATERIALS PRIMARY AND SECONDARY STRUCTURAL A great amount of time and trouble can be saved if the building parts are unloaded at the building site according to a pre- arranged plan. Proper location and handling of components will eliminate unnecessary handling. Inspect all shipments prior to releasing the tie -downs as loads may have shifted during transit! REMEMBER, Safety First! Blocking under the columns and rafters protects the splice plates and the slab from damage during the unloading process. It also facilitates the placing of slings or cables around the members for later lifting and allows members to be bolted together into sub - assemblies while on the ground. Extra care should always be exercised in the unloading operation to prevent injuries from handling the steel and to prevent damage to materials and the concrete slab. If water is allowed to remain in bundles of primed parts such as girts, purlins, etc., the pigment will fade and the paint will gradually soften reducing its bond to the steel. Therefore, upon receipt of a job, all bun- dles of primed parts should be stored at an angle to allow any trapped water to drain away and permit air circulation for drying. Puddles of water should not be allowed to collect and remain on columns or rafters for the same reason. i The coat of shop primer is intended to protect the steel framing for only a short period of exposure to ordi- nary atmospheric conditions. The coat of shop primer does not provide the uniformity of appearance, or the durability and corrosion resistance of a field applied finish coat of paint over a shop primer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any field applied coating. Minor abrasions to the shop coat caused by handling, loading, shipping, unloading, and installation after painting are unavoidable. Touch -up of these minor abrasions is the responsibility of the Builder. Installation Manual 15 WALL AND ROOF SHEETING The Manufacturer's wall and roof panels including color coated, Galvalume PlusA, and galvanized panels, provide excellent service under widely varied conditions. All unloading and installation personnel should fully understand that these panels are quality merchandise, which merits cautious care in handling. Under no circumstances should panels be handled roughly. Packages of sheets should be lifted off the truck with extreme care to insure that no damage occurs to ends of the sheets or to side ribs. The packages should be stored off the ground sufficiently high to allow air circulation underneath the packages. This avoids ground moisture and deters people from walking on the packages. One end of the package should always be elevated to encourage drainage in case of rain. Moisture in contact with the surface of the panels can severely damage the finish and reduce the effective service life. Therefore, it is imperative that all panels are inspected for moisture upon receipt of the order. If moisture is present, dry the panels at once and store in a dry, warm place. CAUTION: Care should always be taken when walking on panels. Always walk in the flat of the panel. Panels are slippery. OII or wax that may have been applied to the roof and wall panels will make them a very slippery surface. Wipe dry any oil that has puddled from bundles stored on a slope. Dew, frost, or other forms of mois- ture greatly increase the slipperiness of the panels. Always assume panel surface is v slippery and act accordingly. Never walk or step on light transmitting panels or translucent panels! Safety First! Use wood blocking to elevate and slope the panels in a manner that will allow moisture to drain. Wood blocking placed between bundles will provide additional air circulation. Cover the stacked bundles with a tarp or plastic cover leaving enough opening at the bottom for air to circulate. O SLOPE FOR DRAINAGE O USE COVER WITH SPACERS O PLASTIC OR TARP ® ® r &'4x 7 �i�.:�%!'`8 a.rh��ti &�'.:.ar .Qi3i.d�'i - a•,,'•+�tF! ® e a s 1 I� AIR ; , 1 v, n. � 7Fi y7[ " ® CIRCULATION ® - .. - riYe ` : z"'` , _a' 41K AIR ti CIRCULATION g ss3i vanay � l � ` � itif3 k_tr�?x>kuT�x 7k ® • TIE DOWN— 0 BLOCK ABOVE O LEAVE BOTTOM T -9" MAXIMUM GROUND OPEN SPACING '<!• Burred edges may scratch the coated surfaces when sheets are slid over one another. Never allow pan - els to be walked on while on the ground. The bottom sheet on each bundle is part of the total count and is not an "extra ". Use caution when unload- ing and moving to prevent damage. NOTE: Use gloves when handling metal panels to prevent hand injuries. Be aware of the dangers of handling panels on a windy day. A large panel can catch enough wind to knock a worker off his feet, even at ground level. Safety First! 16 Installation Manual UNLOADING A crane and /or forklift are normally used for unloading the components of a metal building. Care should always be taken to avoid damaging material. NOTE: Use caution when driving forklift over rough terrain to prevent panels from buckling. 1 iiirip ■ (( � --�� .. , .� -ice (�,� �/' 1 ---_, -__ • ( ,,,, _ ((_______,Ir,_., ‘; __.--, _ \ _ A. ``; RIGHT WAY cc WRONG WAY ( `, l'o ,l • 5 ' Mini ( \` ��' ilkil t 1 i -_ It., RIGHT WAY o I X 0 WRONG WAY Always spread the forks as wide as possible to prevent the panels from bending. Even with the forks as wide as possible, it still may be necessary to lift certain loads with a crane or other auxiliary devices to avoid damaging material. When lifting bundles of sheeting or trim, the use of nylon belts is recommend- ] ed to minimize damage to the materials. Always make sure bundles are adequately supported. . j Installation Manual 17 LOCATION OF BUILDING PARTS • Columns and rafters are usually staged near the position in which they will be installed. They should be placed on blocking on the slab for easy makeup. • Endwalls are usually laid out at each end of the slab with the columns near respective anchor bolts. NOTE: An access area through the center of the building should be left for instal- lation equipment. • Hardware packages should be located centrally, usually along one sidewall near the center of the building. This will minimize walking distances to other parts of the slab area. • Purlins and girts, depending on the number of bundles, are usually stored near the sidewalls clear of other packages or parts. • Sheet packages are usually located along one or both sidewalls off the ground and sloping • to one end to encourage drainage in case of rain. • Accessories are usually unloaded on a corner of the slab or off the slab near one end of the building to keep them as much out of the way as possible from the active area during steel installation. NOTE: Steps must be taken to protect the entire Job site from vandalism and pilferage. • • 18 Installation Manual r BOLT TIGHTENING CONNECTION BOLTS Bolts used to make connections in primary framing members such as columns and rafters are usually ASTM A325 bolts. Bolts used to make connections in secondary framing members such as the purlins are usually ASTM A307 bolts. The size and grade of the bolts are marked on the Building Construction Drawings. The following information is copied from the AISC ninth edition, "Specification For Structural Joints Using ASTM A325 or A490 Bolts ". This is provided to you only as a guide. It is the responsibility of you as the installer to assure proper tightness of all bolts. Turn -of -Nut Tightening When turn -of -nut tightening is used, hardened washers are not required except [as otherwise indicated on the Construction Drawings]. A representative sample of not less than three bolts and nuts of each diameter, length, and grade to be used in the work shall be checked at the start of work in a device capable of indicating bolt tension. The test shall demonstrate that the method of estimating the snug -tight condition and controlling turns from snug tight to be used by the bolting crews develops a tension not less that five percent greater than the tension required by Table 4. Bolts shall be installed in all holes of the connection and brought to a snug tight condition. Snug tight is o defined as the tightness that exists when the plies of the joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. Snug tight- ening shall progress systematically from the most rigid part of the connection to the free edges, and then F the bolts of the connection shall be retightened in a similar systematic manner as necessary until all bolts are simultaneously snug tight and the connection is fully compacted. Following this initial operation all bolts in the connection shall be tightened further by the applicable amount of rotation specified in Table 5. During the tightening operation there shall be no rotation of the part not turned by the wrench. Tightening shall progress systematically from the most rigid part of the joint to its free edges. Impact wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tightening of each bolt in approximately 10 seconds. Table 4. Fastener Tension Required for Slip - critical Connections and Connections Subject to Direct Tension Nominal Bolt Size, Inches Minimum Tensiona in 1000's of Pounds (kips) A325 Bolts A490 Bolts '/2 12 15 • 5 /a 19 24 3 /a 28 35 7 /a 39 49 • 1 51 64 1' /a 56 80 11/4 71 100 1% 85 121 11/2 103 148 aEqual to 70 percent of specified minimum tensile strengths of bolts (as specified in ASTM Specifications for tests of full size A325 and A490 bolts with UNC threads loaded in axial tension) rounded to the nearest kip. Installation Manual 19 • I Table 5. Nut Rotation from Snug Tight Conditiona • Disposition of Outer Face of Bolted Parts Bolt length Both faces One face normal to Both faces sloped (under side of normal to bolt axis and other not more than 1:20 head to end bolt axis sloped not more than from normal to the of bolt) 1:20 (beveled washer bolt axis (beveled not used) washer not used) Up to and including 4 1 /3 turn Y turn 2 /3 turn diameters Over 4 diameters but 1 turn 2 /3 turn 5 /6 turn not exceeding 8 diameters Over 8 diameters but 2 /3 turn 5 /6 turn 1 turn not exceeding 12 diameters _� aNut rotation is relative to bolt regardless of the element (nut or bolt) being turned. For bolts installed by 1 /2 turn and less, the toler- c ance should be plus or minus 30 degrees; for bolts installed by % turn and more, the tolerance should be plus or minus 45 degrees _Ix bApplicable only to connections in which all material within the grip of the bolt is steel. ~ CNo research has been performed by the Council to establish the turn -of -nut procedure for bolt lengths exceeding 12 diameters. m Therefore, the required rotation must be determined by actual test in a suitable tension measuring device which simulates condi- tions of solidly fitted steel. Turn -of -Nut Sequence Order FREE EDGE . 1. Install all bolts in connection. . A i i l . 1:i u 2. Beginning at a rigid point in the - - 4 connection (point with no gap), ° -i ,. i _ _ fi _ g •° i tighten each row of bolts to snug Z lL 0 tight progressing toward the free o ' "' `' i ! , ' ' I ' r i edge(s) of the connection (edge w z `. with gap). -- I ■I =_i ?i i, . -. 3. Repeat step 2 until all plies of the (7 -; • - - - connection are completely pulled z ii i'i G= }■ i_, . I together with no gap present, and r all bolts are snug tight. -- I.� - - ` °; ! i 1 _ 4. Mark each bolt head or nut at its - , T • !- ! .� ^ I- � t present position. Rotate bolt required amount shown in the FIRST SNUG SECOND SNUG CONNECTION table. Difference in mark locations PASS PASS OOMPA BOLTS SHOULD LD will insure correct bolt tightness. BE ROTATED NOW RIGID EDGE ' 20 Installation Manual Turn -of -Nut Procedure • m •I 0 When connection is compacted and Jo bolt is snug: 1. .Mark nut and bolt location with keel or chalk. b7 2. Rotate nut as required per chart conditions. 3. Finished mark locations are proof that bolts have been properly tightened. o c Position kk • • 0 -+ rD Jo • i .I ;; Installation Manual 21 INSTALLATION OF PRIMARY AND SECONDARY STRUCTURAL GENERAL INFORMATION Many methods and procedures are in use for installing the structural portion of metal buildings. The tech- niques of raising frames vary from installing small clear spans and endwall frames in units to installing the larger clear spans and modular frames in sections. The installation methods used depend strictly on the type of building, the available equipment, the experience level of the crews, and the individual job condi- tions. NOTE: Do not install any material if its quality is in question. The Manufacturer will not be responsible for incurred costs associated with the installation and /or removal of the questionable material. The variation in these factors precludes the establishment of a firm or specific set of installation rules and procedures. Consequently, the installer must tailor the installation operation to fit individual conditions and requirements. However, there are certain installation practices, pertaining to structural members, which are in general use and have proven sound over the years. Installers are directed not to cut primary members (rigid frame columns, rafters, end bearing frame rafters, interior columns). These are the primary support members for the frame and are designed as such. Any cutting of these members will affect the structural stability. A representative of the Manufacturer must be consulted prior to attempting alterations of these members. h � NOTE: In no case should building Installation be started on uncured concrete. ° > Anchor bolts may pull loose, concrete spall (chip out along edges) may occur and equipment may crush or crack slab. Normal Portland Cement concrete should cure at least seven days and high- early - strength concrete at least three days before the VI structural columns are erected. Special circumstances may require even longer cur- ing periods. Consult the project engineer, not the Manufacturer on foundation ques- tions. RECOMMENDED TOOLS When buying tools for building installation, it is recommended that only industrial rated, top quality tools be purchased. Experience shows that lighter duty tools, although cheaper initially, will not hold up satis- factorily. In the long run, the tools will cost more, not only in repairs, but also in lost time. High -speed drill bits are always recommended since carbon steel bits will not give satisfactory service. Most installers find that short jobbers length bits are more economical and rugged than standard length bits. Maintaining equipment and tools in safe, clean first class condition reduces injuries, lowers replacement expense, and encourages workers to take better care of equipment and greater pride in their work. NOTE: Make certain that the correct tool is available and used for each phase of building installation. Improper tool usage results in employee injury. All tools used should be OSHA approved for commercial construction use. Safety First! 22 Installation Manual RIGGING SLINGS Shown below are methods that may be used for rigging slings for lifting roof beam assemblies. Regardless of the method you use, make sure it is suitable and adequate for the job when consid- ering the weight and size of the roof beam assemblies and hoisting equipment available. STRUCTURAL SPREADER TWO POINT SLING v,v, It\ G \I` 0o '- FLYING e CONNECTION T c When the rafters consist of several roof beams, as in the case of wide buildings, a safe procedure of rais- ing by sections and supporting the free end must be followed, regardless of the type of equipment avail- able. In most instances the work proceeds from the outside columns inward toward the peak until the entire frame is bolted into place. The same general procedures of installation apply to either clear span or multiple span frames. In the case of the latter, the support for rafter sections during installation is generally supplied by the interior columns themselves, making temporary supports unnecessary. Two words of caution concerning the installation of rigid frames is in order. The first is that rigid frames, especially free ends or cantilevered sections should never be left for the day in an unsupported, unbraced, or unguyed condition. Such practice has resulted in the total loss of considerable amounts of installed steel because of wind. The second word of caution pertains to the additional care required in the instal- lation of multiple span frames compared to clear span frames. Frames with interior columns, because of closer supports, have much lighter sections. They are much more apt to buckle during installation than • clear span frames, and consequently require greater care in rigging and handling. NOTE: Each worker should be trained to use the safest and most productive instal- lation techniques. Safety First! Installation Manual 23 INSTALLATION PROCEDURE IMPORTANT: This installation procedure is provided as a general guide only and does not address other acceptable methods of installation. Installation procedures and safety precautions are the responsibility of the installer. The installer must in all cases comply with all applicable safety precautions whether statutory, regulatory, or customary. Procedures depicted in this manual are drawn from general practice and may not apply in every case. Furthermore, even the most common practices may result in injury or improper installation if not conducted properly and under the supervision of an appropriate professional. The manufacturer will not be held liable for problems stemming from improper installation. Many devices (such as a transit) and materials (such as temporary bracing shown) are assumed to be available on a typical construction site and are not provided by the manufacturer. STEP 1 1. Check anchor bolts against Anchor Bolt Setting Plan. Check Anchor Bolt Setting Plan and Construction Drawings for special conditions. Stand columns and attach girts. 2. Installer shall determine the number of girts and temporary bracing (Not by Manufacturer) required to secure columns. NOTE: 1. Plan to install a braced bay first. Usually this is the first interior bay from either end of the building. 2 2. Refer to bolt tightening section of this manual for the turn -of -nut method of tightening bolts. 3. Bolt in place as many clips and flange braces as possible before raising frame to reduce in- the -air installation time. 4. It is the responsibility of the installer to provide temporary installation bracing until the struc- o . ture is complete. ° 5. Install wind bracing. Diagonal bracing in metal buildings is critical! Additional temporary brac- ing is needed to stabilize the structure during installation. On some smaller buildings, diago- - nal bracing is not needed for the building design. All bracing should be installed to a taut con - dition removing all slack. DO NOT OVER TIGHTEN. Any modification to bracing shown on the Construction Drawings must be approved by the Manufacturer. WIND BRACING 1 '� II 1 r ill 24 Installation Manual \ - INSTALLATION OF THE WIND BRACING W Or ill-IP T 0 0 ��r� . w e _.,..______ • ..• . . „ . „,,_-„!.,_...„. __-_______0.„,„.__ , ___-- .,- ,__ . ,iiiiiiie ; 2, . digi t-, -- I • • . %/ �I • _ • • . ail NOTE: HAUNCH DESIGN MAY VARY II • ' `^ o a i o a o o --70,..... . H ■ / // ' CABLE BRACE • • HILLSIDE WASHER I °\ ' j EAR AS FLAT I WASHER ' BRACE GRIP I HEX NUT I \ .. j E BOLT • I WEB OF FRAME CABLE BRACE TO FRAME CONNECTION . NOTE: BE SURE THE EAR OF HILLSIDE WASHER IS LOCKED INTO SLOT. '1 Installation Manual 25 I i i STEP 2 1. Stand endwall column and attach girts. 2. Bolt flange brace to rafter before raising. 3. Raise first rafter beam and haunch frame section into place. All high strength bolts are to be tightened before raising. 4. Hold in place until this section is secured to columns and temporary bracing is tied off to hold frame in place. It is allowable to attach the temporary bracing (Not by Manufacturer) to the anchor bolts. NOTE: Temporary bracing Is used at the discretion of the installer. It is the responsibility of the installer to provide adequate temporary bracing. . i TEMPORARY BRACING 4 1 / (Not by Manufacturer) PER BUILDING FRAME REQUIREMENTS. ` �4 i / k 11 'S il 1::-'411 11,:',, O, - 2 1 . ii E _ V ' i o a c b 74 5 STEP 3 76 N ,� 1. Raise second haunch and rafter beam frame section. � <a 2. Hold in place until this section is bolted to columns, and lead purlins have been attached. 3. Finish installing flange braces to purlins as soon as the purlin has been installed. Install purlins ± 20' O.C. with flange brace. PEAK PURLIN i. ,,,, ' ,psi ■ , i" 9 Nil ,, U O I 26 Installation Manual li INSTALLATION OF FLANGE BRACING 2' -4" EMI PURLIN O PURLIN -GIRT 111 RAFTER . - . O CLIP i— — Cp RAFTER •i 0 i FLA BRACE i FLANGE BRACE `ir° J NGE FA FLANGE BRACE FB FLANGE BRACE CONNECTION CONNECTION STEP 4 1. Bolt in place all remaining eave members, purlins, and girls of the braced bay. 2. Install brace rods and flange braces. fD - o a 7 - ao o 2 X- BRACING Ei I 1 • , .- -- <e.A 11 , 11 , 1 ,- - 'V - . ,,, ,, .....21w .;, $ ■f -41■.- i , -1.--,,, 1 I l il 1 ��/ I ,, , , . Installation Manual 27 STEP 5 1. Locate transit as shown below (in this particular case slightly to the left of the first rigid frame). ` 2. Make sure transit is perfectly level. 3. Rotate transit until you get exactly the same tape reading at points A & B (base of columns). measure from web of column. 4. Lock horizontal rotation of transit. 5. Adjust rod bracing and temporary bracing until the tape reading at all points indicated on above sketch. Take all readings from web of column. /ii, a I � iiiill : iiiii , , ,e5,...■4,--, _ Vibi;"4■VIII.' 0 % ,/ - 11 V■Pr '• .) .. ,'''' Nt 1 II r •. SEE CLOSE -UP OF AREA B IN - ' ,SIlr .. NEXT GRAPHIC c ro ,' >� TRANSIT . 0 c .. LOCATION o 7 v O v � c Close -Up of Area B FLUSH WITH 1 4::t4ii l ./ Ilt WEB I' READ WITH ' \Ntleeff TRANSIT 28 Installation Manual STEP 6 1. Proceed with the installation of the remaining frames. 2. Complete installation of all red iron components. 3. Note that after completion of all secondary framing in one end bay, attachment of rib panel roof may commence and be worked in conjunction with the completion of red iron. NOTE: Remove temporary bracing only after all paneling has been installed. Al i ii ,, 4,1:, ;1" 411 11 il v,;„, "I%-...■- ) Air" 411 4 __ 4 ..../p1, 00 0,,.. ■ 411 , i pp• A iiiri „ , ,,,,,,,,,,,,.. frik... riiii. „.., ,:',• .,„... o I � � o lel 1%1 I / = U II • Installation Manual 29 F l t SHEETING INFORMATION Primary and secondary framing must be plumbed and the bolts properly tightened before the sheeting of the building is started. Framed openings should also be installed, plumbed, squared, and - tightened before sheeting begins. The Manufacturer's panels are quality merchandise and must be handled with care. When unpacking pan- els, pick them up and apart; never slide one panel over another. When lifting panels, support long panels to prevent buckling. NOTE: Workers should always use gloves when lifting sheets and follow all OSHA safety recommendations. Safety First! FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual check for tightness. Always use the proper tool to install fasteners. A fastener driver (screw gun) with an RPM of 1700 -2000 should be used for self - drilling screws. A 500 -600 RPM fastener driver should be used for self- tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. I ; I III�I/Il III�I, lll�l /II ro CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO SEALANT FASTENER HEAD FORM SEAL 41 v r NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty. TAPE SEALANT Proper tape sealant application is critical to the weather tightness of a building. Tape sealant should not be stretched when installed. Apply only to clean, dry surfaces. Only the amount of tape sealant that can be installed in one day should be placed on roof. During warm weather, store sealant in a cool dry place. During cold weather (below 60 °) sealant must be kept warm (60 ° -90 °) until application. After sealant has been applied, keep protective paper in place until panel is ready to be installed. 30 Installation Manual i SCREW ALIGNMENT Good alignment of the screws will give a professional appearance to the wall panel installation. One way • this can be accomplished is by pre - drilling holes in the wall panels at identical locations. Up to 15 panels . can be stacked together and drilled using a template panel. Use a 1 /e" or 5 /32 " diameter drill bit for panel to member screws and a' /a" diameter bit for the stitch screw clearance holes. It is important to clean metal filings off panel surfaces after drilling to avoid rust stains. NOTE: After drilling panels, it is important to clean metal filings off all panel sur- faces, including between panels that are not installed that day, to avoid rust stains. ' PRE - DRILLED ET TEMPLATE / 7 __ , , , - ------- ,;: 411 0111 1111 400411111111117 .4.E--. • „ / / ,: frril7 419 irt SHE STACKED SHEETS r TO BE DRILLED Jo. ____/ 3 3' 3 G O 7 KEEP END OF PANELS ALIGNED NOTE: Use OSHA approved eye protection when operatIng a drill. Electrical tools • must be properly grounded. Do not use electrical tools or equipment while stand- . ing on wet surfaces. Safety First! The template panel should be laid out for the proper screw locations in accordance with the Building Construction Drawings. Since pre - drilling will "hand" the panels, it will also be necessary to select the end of the building from which the panel installation should to begin. Before drilling the template panel it should . be checked for proper hole locations against the building framework and that there is no excessive deflec- tion in the girls. l . Installation Manual 31 ALIGNING THE GIRTS Installation of the building walls is generally done before the roof. Before starting the wall installation, check to be sure that the eave strut and girts are straight and plumb. One method of aligning the girts is to cut temporary wood blocking to the proper length and install between the lines of girts. This blocking can be moved from bay to bay, which will reduce the number of pieces required. Normally, one line of blocking per bay will be sufficient. Banding can also be used to hold the girts straight and plumb. NOTE: Temporary girt blocking is not recommended on concealed fastener pan- els. The removal of the blocks after panel installation will cause oil canning. FRAME � ►� EAVE STRUT i WOOD BLOCKING E O See Construction Drawings for specific bolt patterns. I, a) v NOTE: Do not allow blocking to become a falling hazard. Workers should wear OSHA approved hard -hats. Girts should never be used as a climbing ladder. Damage to girt clips, as well as injury to worker may result. Safety First! Typical construction of the wood blocking is shown below. A 2 x 4 minimum board size should be used. Refer to the Cross Section Framing drawing that accompanied the building to determine the girt spacing. _ - — — � _ GIRT SPACING I 32 Installation Manual WALL INSULATION AND SHEETING There are many types of insulation installed in pre- engineered steel buildings. However, fiberglass blan- ' ket insulation is the most common type used, and these instructions pertain to this type only. One side of the blanket insulation should have a vapor barrier that must face the inside of the building regardless of whether the insulation is for heating or cooling. WALL INSULATION INSTALLATION Cut the insulation to length allowing an additional 6" or more to facilitate handling. The wall panel can be used as a guide. NOTE: The insulation must compress between the girt and the wall during installa- tion. Insulation too thick or dense to compress adequately will induce waviness or oil canning in certain types of wall panels. Oil canning Is not a cause for rejection. INSULATION (NOT BY MANUFACTURER) ROOF PANEL S DOUBLE FACED TAPE (NOT BY MANUFACTURER) • TO BE USED TO SECURE INSULATION. TRIM INSULATION AND TURN VINYL BACK. INSULATION MUST NOT BE EXPOSED TO WEATHER. WALL PANEL EAVE STRUT INSULATION • (NOT BY MANUFACTURER) NOTE: FOLD INSULATION BACK ONTO EAVE DETAIL ITSELF FOR COMPRESSION BETWEEN EAVE STRUT AND ROOF PANEL IT MUST NOT BE EXPOSED TO THE WEATHER. s FIBERGLASS INSULATION r c TO OUTSIDE OF BUILDING VAPOR BARRIER TO INSIDE OF BUILDING ra INSULATION sa BA SE DETAIL (NOT BY MANUFACTURER) { 4.i 4 . 4 ��iV`� I WALL PANEL 'lj��'�pj��' .0. TRIM TRIM INSULATION AND TURN VINYL BACK. INSULATION MUST NOT BE EXPOSED TO Yo" Minimum WEATHER. FORMED BASE TRIM (SHAPES MAY VARY) 1 Installation Manual 33 The first run of wall insulation should be installed so that its forward edge is just ahead of the leading edge of the wall panel. The most widely used procedure is to use a 4 ft. starter run, then switch to 3 ft. or 6 ft. runs. This keeps the forward edge of the insulation 1 ft. ahead of the wall panel for joining the next blan- ket. A minimum of 1/4" space should be allowed from the sheet end to any surface! NOTE: Damage caused by contact with corrosive substances, or allowing panel cut edges to be in continual contact with water, i.e. setting wall panels directly on the concrete sheeting notch or base trim, Is not covered under warranty. DOUBLE SIDED TAPE (NOT BY MANUFACTURER) BLANKET WOOD BLOCK INSULATION (�� FOR INSTALLATION SUPPORT ONLY F ' ft 1 l I i I I I c Ii V1 , f WALL PANEL (PANEL PROFILE MAY VARY) NOTE: Do not allow the insulation to wick moisture from the floor! NOTE: Insulation has no load bearing strength. Do not lean or prop material against wall insulation. Observe all proper safety procedures when handling fiberglass insu- lation, such as dust masks, gloves, and long sleeved shirts, to minimize contact with the insulation fibers. Safety First! 34 Installation Manual INSTALLATION OF WALL PANELS Adjoining panels are installed with the pre - drilled overlapping rib toward the last erected panel. Position panel to structural making sure that it is kept plumb. Drill structural if required and install fasteners at lapped rib. Check for proper coverage and correct as necessary. Install remaining fasteners. Note that clearance holes in overlapping rib must be pre - drilled. DOUBLE FACED TAPE (NOT BY MANUFACTURER) BLANKET INSULATION 3 WOOD BLOCK (t> FOR INSTALLATION SUPPORT ONLY • u I , f i yy , \ �•� ,r WALL PANEL (PANEL PROFILE MAY VARY) rD 2,, 4 y" S ARCHITECTURAL PANEL "PBR" PANEL PRE- DRILLED HOLE DIAMETERS NOTE: Wear OSHA approved eye protection when operating drill. Electric tools must be properly grounded. Do not use electrical equipment while standing on wet surfaces. Safety First! Installation Manual 35 Backlapping the panels 1 or 2 feet is routinely done to match panel coverage with the building width and length. On the sidewall this is done with the last panel installed. On the endwall this is normally done near . the center and will be marked on the Construction Drawings. 20 1 SIDEWALL • • • 2' - 0' 1 1._ 0" n• v c z ENDWALL • NOTE: Always follow all OSHA safety recommendations. Remember, Safety First! 36 Installation Manual ROOF INSULATION AND SHEETING The following covers rib panel roof installation. For standing seam panel roof installation see the corresponding installation manual. After installing the wall insulation and panels, the next step is to begin the installation of the roof insulation and panels. It is essential that all building structurals be plumb and square and that the roof secondary structurals are aligned before beginning installation of the roof system. Safety is never more important than when installing the roof system. Proper safety precautions should be followed at all times. Safety First! SAFETY PRECAUTIONS FOR ROOFING WORK The Manufacturer strongly recommends that installation employees be continuously trained and re- trained in safe and productive work practices. Working on the roof area in the installation of roof structurals, insu- lation or roof panels requires proper training, correct equipment and constant alertness to minimize the danger of falls. Hard hats should be worn on job sites to prevent injury from falling objects. Safe work practices on all installation duties should be carefully reviewed with installation crews prior to beginning each job. NEVER STEP ON LIGHT TRANSMITTING PANELS OR TRANSLUCENT PANELS! Panels May Collapse If Not Properly Secured! Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walk- ing surface. Partially attached or unattached panels should never be walked onl Do Not: 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (Consult OSHA Safety and Health Regulations for the Construction Industry). Safety First! Because of the demands of the manufacturing process, oil may have been applied to the coil stock to pro- tect the coil, as well as the finished panel during manufacturing, shipping, and storage. Metal panels must be wiped clean prior to panel installation. NOTE: Always wear rubber sole work boots! When on the roof, use OSHA approved protection devices such as safety lines, safety nets, or catch platforms. o ro ro SAFETY NOTE: CAUTION!!! PANELS MAY BE SLICK! gio mo • %//1�lllllll� UNSECURED PANELS MAY SLIP IF STEPPED ON! Installation Manual 37 Employees should be continuously warned to never step on a single unsecured roof panel, or a stack of roof panels laying unattached on the purlins. Secure each end of the panel with clamps or appropriate fasteners and place walk boards of adequate size and strength in the flat of any panels not fully secured to the purlins and supported by panels on each _ side. walk boards should run the full length of the panel and be fastened together by drilling a hole near the end of each board and tied with rope to the next board. Cut a groove in the bottom of each board so that the board will lie flat and not tip back and forth because of the rope. SAFETY PRECAUTIONS All safety precautions referred to throughout this manual, as well as all OSHA safety, other customary, or statutory requirements must be adhered to in order to maximize employee safety. Daily meetings describing safe work procedures, use of hard hats, rubber sole shoes for roof work, prop- er equipment for handling material and protection devices are recommended. Safety First! ROOF INSULATION Pre -cut roof insulation to reach from eave to eave. Allow approximately 2 feet of additional length to facil- itate handling. Hold insulation at one sidewall and roll out insulation across the purlins, vapor barrier to the inside of the building. Stretch the insulation to provide a tight and smooth inside surface. Double sided tape or contact adhesives (Not by Manufacturer) can be used to hold insulation in place while the roof sheets are being installed. \ \ C SC O Q • , ro = • , c = OC NOTE: Insulation has no load bearing strength. Maintain Body weight on approved scaffold or walk boards. Follow all OSHA recommended safety instructions regarding safety harnesses and /or nets to protect from falls! Safety First! 38 Installation Manual iI Trim excess insulation to the edge of the eave trim and cut fiberglass approximately 4 inches from end leaving only facing. Fold facing over end of blanket insulation to seal the ends. ALLOW ROOM TO INSTALL MASTIC AND CLOSURE STRIP CUT FIBERGLASS OM VAPOR B 1'/z" AND FOLD VAPOR BARRIER OVER APPX. � � � T EAVE TRIM DOUBLE SIDED TAPE (SHAPE MAY VARY) (NOT BY MANUFACTURER) POP RIVET BLANKET INSULATION POP RIVET EAVE STRUT (10' -0" O.C.) NOTE: Do not Install more insulation on the roof than can be covered by roof pan- els before the work period ends. Do not allow the insulation to become wet. Safety First! A four -foot starter roll of insulation is recommended to maintain the insulation joint ahead of the sheeting edge. Seal insulation side lap joints with adhesives or fold and staple per manufacturer's instructions. As on the walls, the general sequence is to install the roof sheets in conjunction with the insulation. FIRST ROOF PANEL EAVE TRIM bil TAPE SEALANT 1.; . • (BOTH SIDES OF CLOSURE) BLANKET BLANKET INSULATION EAVE STRUT DOUBLE SIDED TAPE c (NOT BY MANUFACTURER) � T rD NOTE: Wipe oil and other slippery substances off panels. Do not step on rib of panel, near a crease In the panel, near a side edge or within five feet of the end of m o unsecured panel. Use OSHA approved tie -offs, netting or rails when working on roof. Insulation has no load bearing strength. Maintain body weight on approved scaffold or walk boards. Safety First! NOTE: The Insulation side lap must be sealed to prevent condensation and minimize temperature loss at laps. Installation Manual 39 1 PREPARING THE EAVE i After installing the first run of insulation, prepare the eave for the first roof panel by applying tape sealant • along the eave outside of the insulation and leaving release paper in place. Sealant must be applied in a straight line and without voids. Do not stretch the sealant. Use a knife to cut if necessary. Cut an inside closure strip as shown and place starter piece on top of the sealant (removing protective paper from the sealant only as required). Align the major rib of the closure with the edge of the endwall roofline. Splice a full closure to the starting closure and apply along the top of the eave sealant. If roof is subject to ice and snow build -up, the splice in the closure strip must be caulked to insure weathertightness. STARTER PANEL EDGE \\\ DI (5 FIELD CUT INSIDE id i \ \\ CLOSURE AS 3A° .?9 SHOWN BELOW BLANKET INSULATION I 1111110 F7- TAPE SEALANT � ;p DOUBLE SIDED TAPE � / it . (NOT BY MANUFACTURER) / IIIII � FULL INSIDE CLOSURE */ 1 WALL PANEL - ALIGN WITH STEEL LINE C L 4— CUT CLOSURE HERE EAVE STRUT EAVE FLASHING • - ■ ■ A Along the top of the closures that have been placed along the eave, apply a second run of tape sealant. Prior to removing paper backing, check and mark for proper alignment of the first roof panel. Note that self - tapping screws require holes be drilled in the supporting structure prior to installation. Continue tape sealant and closure run along eave in preparation for the next roof panel. CUT AND FOLD INSULATION TAPE SEALANT (TOP AND BOTTOM) - . INSIDE CLOSURE lag 1 EAVE TRIM .TP (TRIM SHAPE `a INSULATION MAY VARY) o �� DOUBLE SIDED TAPE .773' (NOT BY MANUFACTURER) U v POP RIVET MEMBER SCREW o , c - WALL POP PANEL RIVET • EAVE STRUT INSULATION � 40 Installation Manual \I I INSTALLATION OF FIRST ROOF PANEL Once the eave is prepared, the first roof panel may be installed. Check the Construction Drawings to determine the roof overhang at the eave. Set the roof panel in place over the inside closure (after remov- ing the paper from the tape sealant) ensuring the major ribs of the panel nest properly with the inside clo- sure. Align the panel edge with the edge of the endwall roofline. With the panel properly placed, secure the panel to the structural with appropriate fasteners. If the building requires more than one panel per run, do not install fasteners at the purlin located at the upslope end of the panel. Lap fasteners are to be • installed after the overlapped panel is installed. AS Qv /ND DRAB/ �S /O/y � \ , INSIDE \ \ \ 1 1 CLOSURE ;:\\ \ \ i BLANKET INSULATION ': DOUBLE SIDED TAPE ( t (NOT BY MANUFACTURER) �' PANEL RIB PANEL ENDWALL WALL PANEL PURLIN— ROOF LINE WA EAVE STRUT EAVE FLASHING NOTE: Do not walk on unsecured panels. Wipe oil and other slippery substances from roof panels. Safety First! SECTION AT EAVE ROOF PANEL MEMBER SCREW :s;, V TAPE SEALANT o CLOSURE v I _ I rt .,y • ♦ 7" T OFFSET PANEL ,1�f� , / m CAP TRIM (TRIM ) — �,.-� ° PROFILE MAY VARY p. p. INSULATION POP RIVET ei I „' DOUBLE SIDED TAPE (NOT BY MANUFACTURER) I POP RIVET • k MEMBER SCREW PANEL EAVE STRUT . Installation Manual 41 SEALING THE SIDELAP Make sure all surfaces are clean and dry prior to installing sealants. Apply the sidelap tape sealant to the weather side edge of the lower panel's major rib as shown. With the release paper in place, press firmly along the length of the sealant to insure proper adhesion. While removing the protective paper from the tape sealant, care should be taken not to pull the tape sealant away from the panel. Install the adjoin- ing panel positioning the overlapping rib with care. Drill 1 /8" pilot holes for the lap fasteners at the center of the clearance holes in the overlapping panel. Stitch the lap with the stitch screws supplied with the job. Never allow the sealant to be placed in other locations. PANEL RIB • I STITCH SCREW le* --------- (18" O.C.) PREVAILING WIND DIRECTION TAPE SEALANT -- 1:1 4— 1/4" CLEARANCE HOLE 441111... ROOF PANEL /-1—\/— ROOF PANEL / \____ 1 /e" PILOT HOLE NOTE: Use OSHA approved eye protection when operating a drill. Sweep up all drill shavings from panels at end of each work period to minimize surface rust and damage to panel finish. Safety First! SEALING THE EAVE Tape sealant location at the eave is critical. To insure a weather tight seal, the sidelap sealant must extend down from the top of the rib to the sealant on the eave closure. The sealant extension must splice into the eave tape sealant. TAPE SEALANT MEMBER SCREW PANEL MAJOR RIB 01• 01 S ' 44(4 1'; SEALANT EXTENSION o . , � TAPE SEALANT ro or 'M v INSIDE CLOSURE c r 0 0 z NOTE: Workers should maintain a constant awareness of their location in relation to the roof edge at all times. Follow recommended safety suggestions. Safety First! • 42 Installation Manual ' f SEALING THE ENDLAPS At the panel endlaps place a run of tape sealant across the full panel width 1' below the fastener line. The panel endlaps have a 4" minimum overlap located over a purlin as shown. Locate the fasteners 1" • above the purlin web according to the fastener layout. MEMBER 4 "+ SCREWS ROOF I rPANEL TAPE SEALANT 11110161 F PURLIN ROOF PANEL NOTE: Do not step on panel endlaps until fully secured with fasteners. Each work- er should be trained to use the safest and most productive installation techniques. Safety First! PANEL ENDLAPS 1 �A MFMe6R _ �_ \� 1q Sc�F \ 1 Nal 1 i 1 � 1 TAPE SEALA ` ,_ /./.. .:.. i . . i ! ,i, ! �,, . i I 1I ,, 11 G , . S� �G, ' O II i �� 1 I ' " MEMBER I' SCREWS � $:: °O 4t ivivasy _ . ,..... • . 4 , * .,. I" � TAPE ' • �/ SEALANT pply tape sealant to far side of major rib to complete seal at Panel Lap. Installation Manual 43 ROOF SHEETING SEQUENCE It is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel- sheeting sequence below! I NOTE: If oil or other slippery substances are present on the roof panels, wipe them clean Immediately to prevent slipping or falling. Workers must maintain a con- stant awareness of their location relative to the roof edge. Use OSHA approved tie offs, nettings or rails when working on roof surfaces. Safety First! RIDGE INSTALLATION Die formed ridge panels are to be installed as each side of the roof is sheeted. This will aid in keeping both sides of the roof aligned. After having installed a run of panels on each side of the roof, apply sealant to the panels as shown. Set die formed ridge panel in place and install lap and purlin fasteners. Apply tape sealant along the top of the leading rib to prepare for the next sidelap. NOTE: Do not walk on unsecured ends of panels. Safety First! DIE - FORMED STITCH RIDGE CAP SCREWS T i �� • /' TAPE � �i SEALANT .00 _ %/ � i ° o / ♦� - * • TAPE SEALANT RIDGE PURLINS • 44 Installation Manual INSTALLATION OF ROOF PANELS With the first panel run installed and secured, and sidelap sealant applied, the second panel run may be started. Prepare the eave with an inside closure and tape sealant as shown previously. Position the panel so that the overlapping ribs will nest properly. Be sure to check for proper overhang and panel coverage. Stitch the major ribs of the two panels together, and fasten panel to the purlins. BLANKET INSULATION 4N I � DOUBLE �, SIDED TAPE !::, (NOT ) ��� MANUFACTURER) WALL PANEL • TAPE SEALANT OFFSET PANEL CAP TRIM 0 EAVE STRUT 0 T � 0 0 Safety First! NOTE: Sweep up all drill shavings from panels at end of each work period to avoid surface rust and damage to panel finish. Installation Manual 45 LIGHT TRANSMITTING PANEL INSTALLATION Light transmitting panels are installed using the same procedures as a steel panel. Care should be taken when installing fasteners in the light transmitting panels to avoid cracking the material. Pre -drill 1/4" diam- eter fastener clearance holes in the overlapping sidelap and endlap. Refer to your Construction Drawings for more information on light transmitting panel installation. RECOMMENDED INSTALLATION PROCEDURE FOR INSTALLING LIGHT TRANSMITTING PANELS IN "PBR" ROOF SYSTEMS UPHILL t" O DOWN HILL Panels are installed in sequence that corresponds with 1, 2, 3, 4, and 5. 1. Place roof panel # 1 into position and attach to the roof framing .with member screws. Before panel #2 is positioned, install tape sealant along the outer edge of the panel rib on panel #1. The Tape Sealant should always be positioned to the outer edge of the panel rib so that water cannot seep into the panel lap and the stitch screws do not penetrate the sealant, which will create a void in the seal. 2. Place panel #2 in position. Secure the panel to the roof framing with member screws. DO NOT place any member screw on the end lap where the Light Transmitting Panel will be posi- tioned. Do not install the last member screw at the eave. This screw will be installed later. . Apply tape sealant along the end of panel # 2 where the Light Transmitting Panel will be c attached. DO NOT apply tape sealant to the right side of the panel. Do not fasten the pan - els together. All side lap fasteners will be applied later. 3. Place the Light Transmitting Panel #3 in position. Attach the Light Transmitting Panel to the roof framing with member screws. Leave out the last member screw at the panel end lap. DO NOT attach the end of the Light Transmitting Panel to the roof member where panel #4 will be attached. Apply tape sealant to the end of the Light Transmitting Panel where panel #4 will be positioned. DO NOT apply tape sealant to the right side of the Light Transmitting Panel. 46 Installation Manual 4. Place panel #4 in position. Secure the panel to the roof framing with member screws. Leave out the last member screw at the panel end lap. DO NOT apply tape sealant to the right side of the panel. 5. Apply tape sealant to the top left edge of panel #5 but do not remove the protective paper cov- ering. Place panel #5 in position. The left panel rib of panel #5 MUST be positioned UNDER panels #2, #3, and #4. This can be accomplished by carefully lifting the edge of the panels #2, #3, and #4 and sliding panel #5 under the panels. Double check to make sure all lapses are sealed. NOTE: THE LIGHT TRANSMITTING PANEL LAPPING RIBS MUST BE ON TOP OF BOTH SIDES. 6. Place a member screw in the end laps of panels #2, #3, and #4 that were left out. The side laps can now be fastened using stitch screws at 20" O.C. 7. Continue sheeting the roof. NOTE: Do not under any circumstances step or walk on surface of light transmit- ting panel. If foot traffic is necessary over light transmitting panel, use walk boards that are properly supported by building purlins. Placing of "DANGER, DO NOT WALK" markings on every light transmitting panel must be done without fail. Safety First! INSTALLATION OF FINAL PANEL While backlapping the last roof panel (to match panel coverage with the building length) is routinely done, this installation method can compromise the integrity of the roof by trapping moisture between the panels. This moisture could, in time, create an environment conducive to rust and metal failure. The Manufacturer recommends field cutting the final panel lengthwise to create the desired panel width necessary to finish off the building. The cut edge of the panel should always be installed on the outside edge, not the lap edge. The "field -cut" panel should be handled with care, and foot traffic avoided until the final panel is completely installed. PG 10 CD C JQ O \ Fr of ) • Installation Manual 47 BRIM & ACCESSORIES The correct installation of flashing, gutters, and trim cannot be overemphasized. The overall appearance of the finished building depends primarily on the quality of the installation of the flashing, gutters, and trim. Keep all gutter and flashing lines straight. Make all bends sharp and neat. Be sure edges are not jagged, dented, crimped, or serrated. End joints and laps must be closely controlled. See Construction Drawings for Installation of Trim and Accessories Drawings. EAVE TRIM GUTTER % RAKE TRIM DIE - FORMED RAKE TRIM . 11) I iiii RIDGE CAP RAKE ANGLE 11 PEAK BOX RAKE TRIM WALL PANEL / FIELD NOTE: TRIM PROFILE MAY VARY CUT . \-r / RAKE TRIM //' ` G U TTER r ENDCAP loil , , :'' v GUTTER i� 1 v / , • Q POP RIVET . E POP RIVET GUTTER TO RAKE MITER DETAIL ` \ , / I 48 Installation Manual • STRIPPABLE FILM NOTICE A strippable film has been added to preserve the color - finish during manufacturing and shipment. This film MUST BE COMPLETELY REMOVED PRIOR TO INSTALLATION OF PRODUCT. If product is not immediately installed, the strippable film must be removed within 7 days if exposed to sunlight. If not exposed to sunlight the strippable film must be removed within 30 days. Failure to comply with this "NOTICE" may result in deterioration of the color finish and impair the ability to remove the film, nul- lifying the warranty in part or total. LIFT FILM FROM END OF PRODUCT APPROXIMATELY 1" AROUND ENTIRE PIECE. GRAB BOTH SIDES OF LIFTED FILM AND PULL STRAIGHT BACK OVER ITSELF COMPLETELY DOWN ENTIRE LENGTH OF PRODUCT. n fD IN SITUATIONS WHERE STRIPPABLE FILM IS FORMED INTO A HEM, LIKE ON DOWNSPOUTS, SCORE FILM AT HEM WITH UTILITY KNIFE THE COMPLETE ro LENGTH OF PRODUCT BEFORE LIFTING AND REMOVING FILM. Installation Manual 49 I � • - line' p . /6. _ j 1. l - � - 11 �� ;.; S 4 --'''' - '.-, - \ ,,_, ... : _ ' ' .; ? ; ' .. . ','-'.' . . . -",,,,, ...Z' - . '. T .:::-..:.... lq,, ..-. - : ..:. ..... _ : --_-_,A;, : 04 ,,„„,..,,......... „„„,,,,..:....„.„.....:„.,..,,,,„............."-t.'.' , ., c, .A.;,..... is., ., 1.... ,, , ::, '...:' ..,;.,.. :.....‘,.......:./., '': - ‘.„_,,, ,;.-, , , •, ,,-.. L. i v 4 r 1 ! s. d �, - .}: 1 rte " .0. - � } r : �' �'� �' d' a . • i r . • - T ,* 44 ' n � I kr. �� - �� ` r► � , �. f'� m ate_ J' i. r S � . ]� I , n Ch t w o , . f r . _ 1au. K a .4 4 ..4 jr iii. lil t, 4 At tilf4 '1' _ 1 kw°'a. ' 3 �� - J t any 41p£[ " _- 44 ..A.„ , r 4 2. . ...1 1 .. 1 .. 4 _ _, - ,,',_ --1, -, to It ' 7 ' ' - 4 , - '- 3. ,' .''.1.! ....„- ' ' h, je, .rc L . . .x'. W '� y,9w _ i r , • :i ce . • :` l ti R ` '.- • ft 4 '......4 411"' 1, 4.. -.:- - ..,.. , 1 : 4 .1 .. ,.:!; " : :. .. i '� l fir µ • _ ..,, .'may L. • C _ . i, , :04 t: ,1, . , . a IL 1, _ N • t 4J+<s a , 3 d a P i k t : e_ } • . p g i tP).00 6 1 - Ob -I© DESIGN LOADING DRAWING INDEX 1.._.J • S . MEII1 THIS SIRUCTURE IS DESIGNED UTILIZING THE LOADS , ISSUE PAGE DESCRIPTION L B 1 1 INDICA AND APPLIED AS REQUIRED BY GS R ECEIVE SS 0 L1 of 1 COVER SHEET O SSC O7 0 AB1 ANCHOR BOLT PLAN • 1 1 82 EAST NI E W P O R T CENTER D R• NOV 18 2009 THE BUILDER IS TO CONFIRM THAT THESE LOADS 0 A82 ANCHOR BOLT REACTIONS COMPLY WITH THE REOUIREMENTS OF THE LOCAL CITY OFTIGARD BUILDING DEPARTMENT 0 RFP ROOF FRAMING PLAN D E E R F I E L D BEAC 1-1 , F L 3 3 4 4 2 B U ILDING DIVISION FRAME / ROOF DEAD LOAD O FCS FRAME CROSS SECTION SUPERIMPOSED 2 000 PSF 0 LEW LEFT ENDWALL COLLATERAL (LIGHTS) 0 5 PSF 0 REW RIGHT ENDWALL FRAME / ROOF LIVE LOAD 20 /20 00 PSF 0 FSW FRONT SIDEWALL SNOW LOAD 0 BSW BACK SIDEWALL BUILDING SPECIFICATIONS BUILDERS RESPONSIBILITIES GROUND SNOW LOAD (Pg) 250000 PSF 0 DET GENERAL DETAILS FLAT ROOF SNOW LOAD (Pf) 25 PSF THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DEIAILED FOR THE BUILDER MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE SNOW EXPOSURE FACIOR (Ge) 1 0 THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACT AND SHOWN ON THESE APPROPRIATE AGENCY AS REQUIRED ° DRAWINGS ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY SNOW LOAD IMPORTANCE FACTOR (Is) 1 0000 COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR APPROVAL OF U 5 METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATES LOADS MUST BE DONE UNDER THE ADVICE OF A REGISTERED ARCHITECT, CIVIL OR THAT U S METAL BUILDINGS HAS CORRECTLY INTERPRETED AND APPLIED THE THERMAL FACTOR (Ct) 1 20 STRUCTURAL ENGINEER u S METAL BUILDINGS WILL ASSUME REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED (SECT. 4 4 1 AISC CODE OF STANDARD PRACTICE, 13TH EDITION ) WIND LOAD • THIS U 5. METAL BUILDINGS METAL BUILDING IS DESIGNED USING WHERE DISCREPANCIES EXIST BETWEEN THE U.S METAL BUILDINGS STRUCTURAL BASIC WIND SPEED 100 MPH STANDARD DESIGN PRACTICES BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL -STEEL PLANS WILL GOVERN. OF THE FOLLOWING ORGANIZATIONS AND CODES (SECT 3 3 AISC CODE OF STANDARD PRACTICE, 13TH EDITION.) WIND IMPORTANCE FACTOR (Iw) 1 00 AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT WIND EXPOSURE CATEGORY B DRAWING STATUS FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", 13TH EDITION FURNISHED BY U.S METAL BUILDINGS ARE THE RESPONSIEILIT( OF THE BUILDER TOPOGRAPHICAL FACTOR 1 0 AND ENGINEERS OTHER THAN U.S METAL BUILDINGS ENGINEERING UNLESS I � I I FOR APPROVAL AMERICAN IRON AND STEEL INSTITUTE "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF SPECIFICALLY INDICATED THESE DRAWINGS, BEING FOR APPROVAL, ARE BY COLD FORMED STEEL STRUCTURAL MEMBERS ", 2001 EDITION (w/ 2004 SUPPLEMENT) SEISMIC LOAD AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE" THE BUILDER 15 RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL AWS D1 1 -2006 ,STEEL COMPLIANCE WITH U.S METAL BUILDINGS CONSTRUCTICf'' I.Ir,' : :'INGS OCCUPANCY CATEGORY 11 - Normal REPRESENTATION ONLY THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT • AWS D1 3 - SHEET STEEL SDS 0 7196 DOCUMENTS ONLY DRAWINGS ISSUED TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE'WODI•; 01-. OTHER FOR CONSTRUCTION" CAN BE CONSIDERED MBMA METAL BUILDING SYSTEMS MANUAL, 2002 ED WITH 2004 UPDATE ELEMENTS REQUIRED FOR ERECTION WILL BE DETERMINED, FURNISHED. AND INSTALLED 5 0 3947 AS COMPLETE BY THE BUILDER, (SECT 7 10 AISC CODE OF STANDARD PRACTICE, 1 3TH EDITION) D1 MATERIAL PROPERTIES OF STEEL PLATE USED IN THE FABRICATION OF PRIMARY RIGID . FRAMES AND OTHER PRIMARY STRUCTuRAL, EXCLUSIVE OF COLD - FORMED SECTIONS, IT 15 THE BUILDERS RESPONSIBILITY TO APPLY AND OBSERVE ALL PERiIIIENT SAFETY Ss 0 9710 CONFORM TO ASTM A529 OR A572 FLANGES WITH THICKNESS OF 1" OR LESS RULES AND REGULATIONS, AND PER OSHA STANDARDS AS APPLICABLE n FOR PERMITS ONLY AND WIDTH OF 12" OR LESS CONFORM TO ASTM A529 -05 GRADE 55. FLANGES 51 0 3470 THESE DRAWINGS, BEING FOR PERMIT, ARE BY GREATER THAN 1" IN THICKNESS OR 12" IN WIDTH CONFORM TO ASTM A 572 -06 THE BUILDER IS RESPONSIBLE FOR THE VERIFICATION OF ALL SHIPMENTS RECEIVED. DEFINITION Nor FINAL ONLY DRAWINGS ISSUED GRADE 50 WEBS OF 3/16" OR LESS CONFORM TO ASTM A1011 -06b GRADE 50 AND AND MUST INVENTORY BUILDING AT TIME OF DELIVERY - SITE CLASS D 'FOR CONSTRUCTION" CAN BE CONSIDERED WEBS GREATER THAN 3/16" CONFORM TO ASTM A1018-06c GRADE 50 OR ASTM SEISMIC DESIGN CATEGORY D AS COMPLETE A572 -06 GRADE 50 MATERIAL PROPERTIES OF HOT ROLLED SECTIONS W8X10 THROUGH w24X76 GENERAL NOTES SEISMIC IMPORTANCE FACTOR (le) 1 00 CONFORM TO ASTM A572 -06 GRADE 50 OR ASTM A992 -04A GRADE 50 © FOR CONSTRUCTION HOT ROLLED SECTIONS LARGER THAN W24X76 CONFORM TO ASTM A36 -05 DESIGN BASE SHEAR (V) 1 04 KIPS FINAL DRAWINGS NO CHANGES SHOULD BE MADE TO THIS BUILDING SYSTEM UNLESS APPROVED IN WRITING MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM A53 -06a TYPE "E" BY THE MANUFACTURERS ENGINEERING DEPARTMENT. GRADE "B ", MINIMUM YIELD OF 35,000 P51 RAIN INTENSITY MATERIAL PROPERTIES OF HOLLOW STRUCTURAL SECiIUNS CONFORM 10 ASTM A500 -03A UNAPPROVED CHANCES COULD RESULT IN AN UNSAFE BUILIIING DESIGN AND COULD 5- MINUTE DURATION, 5 -YEAR 4 0000 IN /HOUR GRADE ° B ". MINIMUM YIELD OF 42,000 P51 ENDANGER, PUBLIC SAFETY. RECURRENCE (11) MATERIAL PROPERTIES OF COLD FORMED LIGHT CAGE STEEL MEMBERS CONFORM THIS BUILDINGS ANCHOR BOLTS ARE BY OTHERS U 5 METAL BUILDINGS DOES 5- MINUTE DURATION, 25 -YEAR 6 0000 IN /HOUR TO THE REQUIREMENTS OF ASTM A1011 -06b GRADE 55 WITH A MINIMUM YIELD NOT PROVIDE ANCHOR. BOLTS. RECURRENCE (12) FOR QUESTIONS OR ASSISTANCE OF 55,000 PSI CONCERNING ERECTION CALL ENGINEERING SEAL 1-954-281-2041 MATERIAL PROPERTIES OF ROOF /WALL SHEETING, BASE METAL CONFORM TO ASTM -A792 BASIC STRUCTURAL SYSTEM AND SEISMIC RESISTING GRADES 50 OR 80 WITH MINIMUM YIELD POINTS OF 50,000 PSI AND 80,000 PSI SYSTEM = ORDINARY MOMENT FRAME OF STEEL RESPECTIVELY THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER R = 3 2500 MONDAY - FRIDAY 7:3OAM TO 5 OOPM MATERIAL PROPERTIES OF CABLE BRACING CONFORM TO ASTM A475 -03, ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS FOUNDATION DESIGN AND ERECTION ANALYSIS PROCEDURE IS EQUIVALENT LATERAL FORCE • CLASS A 7- STRAND WIRE. ROD BRACING CONFORMS TO ASTM A36 -05 OF THE BUILDING. PROCEDURE HIGH STRENGTH BOLTS AND IHEIR INSIALLAIION SHALL CUNFORM i0 ASTM THESE DRAWINGS AND THE ME1AL BUILDING SYSTEM THEY REPRESENT AF•E THE PRODUCT OF AN SPECIFICATIONS A -325 AND ARE DESIGNED AS BEARING TYPE CONNECTIONS WITH AFFILIATE OF NCI GROUP, INC - 10943 N SAM HOUSTON PARKWAY W.. HOUSTON, TX 77064. THREADS INCLUDED IN THE SHEAR PLANE TIGHTENING OF THESE BOLTS IS THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HERECN 15 EMPLOYED BY AN AFFILIATE OF • RECOMMENDED BY THE "SNUG- TIGHTENED JOINTS" METHOD, PER 2002 RCSC "SPECIFICATION NCI GROUP, INC AND 15 NOT THE ENGINEER -OF- RECORD TOR THE OVERALL PROJECT FOR STRUCTURAL JOINTS USING ASTM A325 OR 490 BOLTS" ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS, AND CABLE SHALL RECEIVE ONE SHOP �D PRL1/,+ DRAWN DATE JOB NO �l ` U S. METAL BUILDINGS COAT OF INHIBITIVE PRIMER, SSPC SPEC #15, UNLESS STATED OTHERWISE IN THE CONTRACT. 4 INC, s t4 1 7782 EAST NEWPORT CENTER DR AKT 11/ 3/09 0820- 246778 S HOP AND FIELD INSPECTIONS P.ND ASSOCIP.7ED FEES ARE THE RESPONSIBILITY DEERFIELD BEACH, FL 3.34:2 1 - 954 - 281 - 2041 0RS20884 ' OF THE OWNER, UNLESS STIPULATED OTHERWISE. 7 Z NECKED DATE CUSTOMER, � i7 ` C M �lO A" PROVED DATE NICK NISSEN _ TIGARD, OR 97223 • i• : ° 14, O 1 b Q° SCALE BUILDING REV SHEET NO O t A R VAD 4p , N.T.S. 26' -0" 60' -0" x 12' -0" 4 0 12 D L1 of 1 — 1R ES: 12 -3 %" . DIa= 5/0' Dia= 5/8" BRACING REACTIONS, PANEL SHEAR, NOTES FOR REACTIONS FRAME LINES 2 3 N i Reactions (L. ) Panel BUILDING REACTIONS .ARE BASED ON C G !- 7" 3 1/2". - -- Wall -- Cal -- Wind - -- - Selsrric- Shear THE FOLLCWNC BUILDING DAR _COLUMN LINE • 1 I 1 Loc Line Line HorL Vert Harz Vert (Ib /rl) I \ti1DTH (FT) = 26 1— —1 l _EW F 57 EAVE F T = 1� 12 _S'N A `Neale .4os Bending Used ( ) / O R_EW 4 57 ROOF SLOPE (nse /12) = 4 0 12 / 4 0 12 E SN C DEAD LOAD psf) = 2 000 . 'co O O — O] 1 23 TXJLLATERAL LOAD (psf) = 05 4 I O 7 R AM F E L NEL OA (psf) _ 20� L J EW , _ L J 1 RIGID FRAME P,EACTIONSoJ (psf = zs0000 SNOW 1 1/2" EW/ I 1 i 1/2.. WEAK AXIS BENDING WIND SPEED (MPH) = 100 WIND CODE = OSSC 07 JI 1 1/2 I 1 1/2" SW 1 3/4" EXPOSURE = B `Nall -- Col -- Reocllons(k ,r -k ) -- Load CLOSED /OPEN = Closed 1 1/2' 3" See Phan Loc Line Lne Hnriz AR_Vorl kMmenl Id IMPORTANCE - WIND = 100 IMPORTANCE - SEISMIC = 100 DETAIL A DETAIL E F_SN 4 2 0 6 12 5 6 S Wind SEISMIC ZONE = D H ~ H F_ 4 2 0 3 6 4 3 4 Seismic SEISMIC COEFF (CA) = 1 079 Dia = 5/3" F_SW A 3 06 125 6s Wnd 1 - - S14 f v F_SN A 3 0 3 5 4 3 4 Seismic ID DESCRIPTION 7' -- CONCRETE LINE 1 DL +cL +SL +91de RIGID FRAME MAXIMUM REACTIONS. ANCHOR BOLTS, & BASE PLATES 2 DL +CL +O 75SL +0 75WL 1 +0 7591de 3 DL +CL +0 75SL +0 751181 +0 759ide Column Reactions (k ) r- 1 1 /2" STEEL LINE 4 060D1+WL2 Frm Col Load HMI[ V Load Hmn V Anc Boll Base Plate (In) Grout —a.- — 5 060DL +WR2 () ( ) Line Line Id H Vmax Id H Vmn No Din WS Le n Thk In 5 0 60DL- LnWndI +LWINDI_12E ao 0 0 7 060DL- LnWnd1 +LWND1_R2E 3 DL +OE F I UN6_SL_L 2' C 3 2 3 7 7 4 -3 0 0 6 7 7 6 0 6 4 0 750 6 000 1050 0 500 0 0 4 ' I 9 DL +CL +FIUNB_SL_R 8 1 7 3 4 PROJ 0 0 50DL +WL2 +WS 2' A. 5 2 4 -2 0 2 -2 4 4 4 4 0 750 s 000 1050 0 750 0 0 L J EW 1 DL +CL +El UN6_S _L 9 -1 7 7 7 7 -0 6 -3 4 - 1 1/2" 2 060DL +WP +LnWndl 3 0 50DL +WR2 +WS 2 Frame lines 2 3 I I 1 1 /2' 1 I/2 1 1/2 4 DL +CL4E1 5 DL +CL +E21JN6_SL_L ENDWALL COLUMN MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES See Plan 6 DL +CL +E2UN6_SL_R Column Reactions (k ) DETAIL 9 Frm Col Load Hrna t V Load Hmn V Anc Bolt Bose Plate (in) Grout DIG= 3/4" CONCRETE NOTCH AND ANCHOR BOLT SUMMARY Line Line Id H Vrmx Id H Vrnn No D(m) Wfd Len Thk (in) 8" 1 ANCHOR BOLT PROJECTION 1 c l 0 0 0 -0 8 10 0 0 -0 s 2 0 625 7 000 5 000 0 250 0 0 11 00 1 8 - T - ant Loc Do Type Prot 1 B 10 14 - 18 12 - -17 2 0625 7000 8000 0250 00 (In) (In) I 00 4 6 10 1 4 - 1 8 R' I ° STEEL LINE - — — 1 A 13 00 -088 13 00 -08 2 0 625 7.000 8000 0 250 00 3 1/2" 0 15 DJ 5 /8" 4,307 zoo A. 10 0 0 15 0 0 0 s 10 0 0 1 5 -0 8 2 0 625 7 000 8 000 0 250 0 0 0 0 12 EW /� 4307 z o0 250 4 R 1 $ 16 RF 3/4" 4307 - j_ _ — 3 1/ 2 4 E 10 1 4 1 00 8 2 1 3 1 7 46 10 14 16 2 0 525 7 000 s 000 0 250 D 0 _ GENERAL NOTE PROJ 4 C 13 0 0 16 00 0 8 13 0 0 15 -0 s 2 0 625 7 000 8 000 0 250 0 0 1/4" 0 2 1/2" 2 1 /2 u 1 1/2" 1 THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR 1 BOLT DIAMETER ONLY TO PERMIT THE I 1/2 TRANSFER OF FORCES BETWEEN THE BASE See Plan PLATE AND THE .ANCHOR BOLT IN SHEAR. - BEARING AND FUT IS DETAIL C RESPONSIBLE FOR SI TTHE ANCHOR NOT EMBEDMENT FOR TRANSFER of FORCES TO THE DIa= 3/4" CONCRETE NOTCH AND FOUNDATION 1 6" I TWO ROWS OF ANCHOR DOLTS THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF - T - THE FOUNDATION EMBEDMENTS THE END IJSE CUSTOMER SHOULD ASSURE HIMSELF THAT I 3 FOUNDATION DESIGN FOR LOADS BY 4 COLUMN REACTIONS OF THE BUILDING, OTHER 0 1 1/2 THE SOIL AND OTHER CONDITIONS OF F HE - 4 " BUILDING 9TE IT IS RECOMMENDED THAT HE ANCHORAGE AND FOUNDATION OF THE v - BUILDING BE DESIGNED BY A REGISTERED 8 1 /a° - = PR0 ES�SI0t4 I.PL ENGINEE JLT RE CED IN IN 2 2" = _ SW 1 1/2 1 — (SECTION 43 MBM4 2006 METAL BUILDING 1 SYSTEMS MANUAL) 1 1/2" 2 BOTTOM of ALL BASE PLATES ARE AT THE See Plan SAME ELEVA.TION (UNLESS NOTED) - DETAIL D \OTE: • FLOOR SLOPE AT Anchor Bolts By Others! FRAMED OPENING U.S. METAL BUILDINGS - Does Not Provide Anchor Bolts. I U.S. METAL BUILDINGS , 182 EAST NEWPORT CENTER DR DEERFIELD 8E.ACH, FL 33 1- 954 -281 -2041 DRAWING e'r DATE 1 / 3/09 ANT I 1 DESCRIPTION ANCHOR BOLT REACTIONS • CHECK Of rI c CUSTOMER NICK NISSEN CM 1 51pm SCALE N T S LOCATION TIGARD, OR 97223 LOADS SEE COVER DRAWING # REV M JOB # 0520- 246778 AB2 0 MEMBER TABLE ROOF PLAN MARK PART LENGTH P -I 8X25ZI4 21' -I 1/2" P - 8X25Z14 22' -3 1/2" P -3 8X25Z14 21' -1 I/2" E - I 8ES4L14 19' -11 I/2" E - 8ES4L14 19' -11 I/2" E -3 8ES4L14 19' -11 I/2" E -4 8ES4L14 19' -I1 I/2" E -5 8ES4L14 19' -11 I/2" E -6 8ES4L14 19' -11 I/2" TRIM TABLE FRAME LINE PART DETAIL FL-51 TRIM_80 0 60' -0" OUT -TO -OUT OF STEEL n` CONNECTION PLATES ROOF PLAN O El MARK /PART 20' -0" 20 -0" 20' -0" 1 SA6 -co- ' E -6 RF 1 -1 E -5 RF 1 -1 E -4 'a� i IV uJ 0 0 L.' o_ P 1(TYp) — P 2 LYP_) _— P 3(TYp1 0_ 1 � ? 1 < O O N `- F c- ER -1 RFI -2 RF1 -2 ER -2 I - 1 In - 0,7 En NI — u u_ C 0 FL -51 C 1 ■ B ' U O w w — P- 3(TYP) P- 2(TYP) P 1 (TYp) ( , - ER -2 RF1 3 _ RF1 -3 ER -1 ,� O U 7 I O U c- r � E`1 1 7 ' C - M a N O 0 O C 1 LA I LA_ 00 0 N CC 2' A o o I LI a ° W w E -1 RF1 -4 E - RF1 -4 E -3 �' PURLIN 1' -1 3 4 I' - 3/4� ROOF LAP I' -1 3/4" 1' - I 3/4" SHEE_ I I NG PANELS 26 Go PR - Golvolurne ROOF FRAMING PLAN GENERAL NOTES' NOTE: U.S. METAL BUILDINGS 1 INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN 2 ROOF PANEL PROVIDES STRUCTURAL STABILITY TO TI-E BUILDING. Alternate Arrows 0 - � 3 STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED 1102 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 354 -237 -2041 TO ROOF SHEETING PER "PER" PANEL ROOF DETAIL Up And Down From Bay DRAWIIIG 81 DATE DESCRIPT10t1 ROOF FRAMING PLAN 4 DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING P AKT 11/ 3/09 MANUFACTURER, APPROVAL OR PROFESSIONAL ENGINEER APPROVAL I CHEC 81 nuE 5 DO NOT STACK SHEET BUNDLES ON ROOF ONLY RAISE INDIVIDUAL To Bay For Purlins To Lap. CM 1 51pm CUSTOMER NICK NISSEN SHEETS AS NEEDED CALE N T S LOCATION TIGARD, OR 97223 6 AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL 1 DADS nRAwING N REV R SHAVINGS CAUSED BY DRILLING SEE COVER JOB # 0820- 246773 RFP 0 SPLICE BOLTS MEMBER SIZE TABLE (in) Splice Quan Bolt - MARK WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE Mork Top / Bot/ Int Type D Length START END THICK LENGTH W x T x LENGTH W x T x LENGTH Dm RH -1 100/100 127 1287 6 x 3/16" x 1373 6 x 3/16" x 1287 SP-I 4 4 0 A325 3/4" 2" 10 0/10 0 178 12 0 6 x 3/16" x 19 4 SP -2 4 4 0 A325 3/4" 1 3/4" RFI -2 8 0/ 8.0 127 146 2 6 x 3/16" x 143 5 6 x 3/16" x 143.5 SP -3 4 4 0 A325 3/4" 2" FL -51 RFI -3 8 0/ 8.0 .127 146.2 6 x 3/16" x 143 4 6 x 3/16" x 143.4 RFI-4 10 0/10.0 178 12.0 6 x 1/4" x 19 4 6 x 1/4" x 128 4 \i BRACES BOTH SIDES(UNLESS NOTED)) 100 /100 127 128.4 6 x 1/4" x 1370 FLTxxA(1)• xx= length(In) A - L2X2X14G 4 1 2 ,10 3 4 12 1 0 , 3 4 ,. I4 WK`e ,1 2 F6 ��� 4 (1 ) d- 3 4, 1 2 2600P /�' /SallW' � � \ Ii . �� 14„ F6 i / © i 9 4" 12 - _ c n � ��© S/ 0 � � ,2 RF I, Z ® M I I DO ((1 _ U -CO • v v 1 in + H - n ( - 1 ° L 1 i ID _ -v o 1 - cc, + ^ (.3 CO + - I N I w W 1 CI - O ^ J J U ^ ^ U H , • ' CO rn in L © 1E1 8 1 /4' • 1 10 3/8" 22' -10 5/8" CLEARANCE +/- 10 1 /2 j 8 1 /4" C 26' -0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION FOR FRAME LINE 2 3 • U.S. METAL BUILDINGS • 1182 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 1 -954- 281 -2041 GENERAL NOTES. DRAWING BY DATE DESCRIPTION FRAME CROSS SECTION 1 A1,L FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. AKT 11/ 3/09 WTFH A325 H. S. BOLTS AND INSTALLED BY THE SNUG - TIGHTENED JOINTS CHECK BY TINE CUSTOMER NICK NISSEN METHOD. CM 151 pm 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH SCALE N T S LOCATION TIGARD, OR 97223 • A307 MACHINE BOLTS. LOADS DRAWING B REV # 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN SEE COVER JOB # 0820 - 246778 FCSI 0 • BOLT TABLE FRAME LINE 1 LOCATION _ OUAN TYPE DIA LENGTH ER- 1 /ER -2 8 A325 5/8" 1 3/4" _ Lor_Colurnn /Rof 4 A325 I /2'' 1 I/4" EC- 2 /ER -2 4 9325 5/8" 1 1/4" MEMBER TABLE FRAME LINE I MARK 1 PART 1 LENGTH • FC -1 8F25C16 10' -3 9/16" EC -2 8F35C14 14' -7 5/16" ER -1 8F35C14 13' -8 3/16" ER -2 8F35C14 13' -8 3/16" DJ 1 8F25C16 7' -4" DH -1 3F25C16 3' -10 5/16" DS -1 SF25C16 3' -10 5/16" G -1 8725Z16 11' 8" 6 -2 8X25Z16 S' -10 5/8" G -3 8X25Z16 11' -11 3/4" G -4 8X25Z16 9' -2 3/8" 26' 0" OUT-TO-OUT OF STEEL n 9 6,--) TP,1M TABLE PART DETAIL E (a \ �/ Y , FRAME LINE 1 u„ -4 12 4 �/ \ P. 12 — " 8" 13 P.ln_4 P112 1f ® 4,.� .....Z.-4" PE? 4 „� FLANGE BRACE TABLE FRAME LINE 1 12 F\3� :5 12 12 / / \! 12 ID MARK LENGTH I FB29 25 2' -5 1/4” 3 RT \ CONNECTION PLATES RS ... ,Q. --N ppl\ --- / p Ml 61?-2 FRAME LINE 1 C ❑ ID MARK /PART ® - -------- i — 1 CRC4 i -- \v i i -„ G -2 G -4 --- �o ❑ IIII I 1 1 0 - M M M M v ❑I_ •_ L8 6 -1 c D4 6 -3 1 1 E❑ � - o f ° o � � CO ( M3 7:-...1-- �1 - Co c - ° I „Al O ' 1 DH -1 . o 0 1 `n 1 1 ,r v O iv I 7 N'1 a a � DS -1 I I H c.o 1 E9 rn ES T3 E 1 t 3, h isis,, J E -2 °] E c - 1 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS 26 Go PR - Fern Green ENDWALL FRAMING' FRAME LINE 1 • U.S. METAL BUILDINGS GENERAL NOTES: 1182 EAST NEWPORT CENTER DR DEERFIELD BEACH. FL 33442 1- 954 -291 -2041 1 INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN DRAWING BY DATE DESCP,IPTION LEFT ENDWALL WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING AKT 1 1 / 3/09 3 OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CHECK SI TIME CUSTOMER NICK NISSEN CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITI -DUT CM 1 51 prn APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER SCAL N T 5 LOCATION TICARD, OR 97223 4 AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL LOADS DRAWING p REV N SHAVINGS CAUSED BY DRILLING SEE COVER JOB # 0820- 246778 LEW 0 • BOLT TABLE ` FRAME LINE 4 LOCATION OUAN TYPE DIA LENGTH ER- 1 /ER -2 8 A325 5/8" 1 3/4" Cor_Column /Raf 4 A325 I/2" I 1/4" • EC- 2 /ER -2 4 A325 5/8" 1 I/4" MEMBER TABLE FRAME LINE 4 MARK PART LENGTH EC -1 8F25C16 10' -8 9/16" EC -2 8F35C14 14' -7 5/16" ER -I 8F35C14 13' -8 3/16" ER -2 8F35C14 13' -8 3/16" DJ -1 8F25C16 7' -4" DH -1 8F25C16 3' -10 5/16" - DS -1 8F25C16 3' -10 5/16" G -1 8X25Z16 1 1' -8" G -2 8X25Z16 8' - 5/8" C -3 8X25Z16 11' -11 3/4" G -4 8X25Z16 9' -2 3/8" TRIM 26-0" O -TO -OUT OF STEEL _. A ♦ R ME LINE 4 B C PART DETAIL 8" 12'-4" O 12 -4" 8 RT3 1RIM_4 —a a PB2 • PB2 FLANGE BRACE TABLE /14" ® : 9 25 4''1\..... 12 /14" n 4 DID MARK 4 LENGTH FRAME 1 FB29 25 2' -5 1 /4" • 4 i -- / \ 9:0 / RT3 CONNECTION PLATES 32 PM i 'EMI ER, FRAME LINE 4 ` (, (' ❑ ID MARK /PART el i \ 1 CRC4 2" G -2 G -4 — \ I IIIIIIIIII El All Al I I -O C4 D4 I M M M rn Y © \ M O j Oj 0 1 \ G-1 _ G -3_ I v' M O ip i M �' . © " M O I cD tD \ In D H -1 11 I o I `n co 0 I 1 a I H DS -1 I r, • ) T3 M .� PM1 - - - -- r - - -r T - T__ _ E 1 E -2 3' �10 5 16" EC -1 ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS 26 Go PR - Fern Green ENDWALL FRAMING: FRAME LINE 4 U.S. METAL BUILDINGS GENERAL NOTES: 1182 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 1 -954- 281 -2041 1 INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN DRAwING DATE l/ 3/09 DESCRIPTION RIGHT ENDWALL 2 WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING 1 3 OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CHECK BY riuE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS 1MTI OUT CM 1 5 I Dm CUSTOMER NICK NISSEN APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. SCALE N T S LOCATION TIGARD, OR 97223 , 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL LOADS SEE C OVER DRAWING N REV # SHAVINGS CAUSED BY DRILLING JOB # 0820 246778 REW 0 MEMBER TABLE FRAME LINE A MARK PART LENGTH DJ -2 8F25C16 11' - 6' DJ-3 8F25C16 11' -6" DH - 8F25CI6 10' -0" I DH -3 8F25C16 12' -0" 60' -0" OUT -TO -OUT OF STEEL 0 E -1 8ES4L14 19' -II 1/2" 0-) E -2 8ES4L14 19' -11 1/2" • E -3 8ES4L14 19' -11 1/2" 20' -0" I 20' -0" 20' -0" 0 -5 8X25Z16 7' -9" 0 -6 8X25ZI6 9' -6 1/2" C -7 8X25Z16 7' -6 1/2" ® 0 -8 8X25Z16 I' - 16 E _ 1 p,2 E 2 E 3 TRIM TABLE • FRAME LINE A M3, PART DETAIL %FL -23 TRIM_5 -CO 1 DH -2 E DH-2 DH -3 %FL -25 IP,IM_7 v AFL -37 TRIM 5 AFL-37 IRIM_7 XFL -25 IP.IM_7 AFL -37 TT P.IM RIM 7 LE ID G -5 G -6 G -7 G -8 E P.TEC -L P.TEC -P. FL -831 TP,IM_ 1 - c- , , Zo - - C ONNECTION PLATES - 1 CV O M CV O M CV O re) ;,� 1 1 1 1 1 1 1 1 1 F RAME LINE A a Y a a b a H2 a b a ❑ ID MARK/PART El 6-5 G -b 0-7 G -8 p 1 Sc - • co 1 PM 1 Y 0 C I -.J 3 C I D C EC -1 RF1 -4 RF1 -4 EC- I L 8' -0" 10' -0" 2' -0'.1. 8' -0" i 10' -0" 12' -0'i 6' -0" 1 12' -0" 12' -0'' SIDEWALL FRAMING. FRAME LINE A 1 Y Y I RTEC -L LE RTEC -R 0 I O O O u O O u CO XFL -37 - . 7 - - - XFL -37 - - XFL -37 - i XFL -26 XFL -26 XFL -26 - v v v v v a v '-''----..s v - v N] M M M M M M M M M M M r''7 03 - - - 03 1 I I • I 1 I 1 r--- T M I� r- ) 'f) h n M ' n MN NM MCV (VM MN (Vr7 • 1 1 1 1 1 1 1 1 1 1 1 1 J J J J J J J J L.L LL LL LL LL LL LL LL 3< LI_ LL LL 3< SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS 26 Go PR - Fern Green U.S. METAL BUILDINGS GENERAL NOTES: ,152 EAST NEWPORT CENTER DR DEERFIELD BEACH. FL 33442 1- 954 - 251 - 2041 1 INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN DRAWING BY DATE DESCRIPTION FRONT SIDEWALL 2 WALL PANEL PROVIDES S1RUCIURAL STABILITY 10 THE BUILDING AKT 1 1/ 3/09 3 OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CHECK Rv nmE CUSTOMER NICK NISSEN CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT CM 1 51 Pm APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER SCAL N T 5 LOCATION TICARD, OR 97223 4 AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL LOADS DRAWING # REV N SHAVINGS CAUSED BY DRILLING SEE COVER JOB # 0820 - 246778 FSW 0 MEMBER TABLE - FRAME LINE C - MARK PART LENGTH DJ -2 8F25C16 11' - DJ-3 8F25C16 DH -2 8F25C16 10' -0 " 11.-6". 0 60' -0" OUT -TO -OUT OF STEEL O E -4 8ES4L14 19' -11 1/2" O O E -5 8ES4L14 19' -11 1/2" E -6 8ES4L14 19' -11 1/2" • 20' -O" 20' -0" 20' -0" G G-8 8X25Z16 -9 8X25Z16 , 21' 0 1 1/2" • 0 -10 8X25Z16 22' -1 -3 1" 1/2" n 0 -11 8X25Z16 8 ' 16 E -4 J-� E -5 E -6 �� TRIM TABLE Cf FRAME LINE C R PART DETAIL _ XFL -23 TRIM_5 C� DH -2 , XFL -26 TRIM_7 XFL -37 TRIM _S V \ XFL -37 TRIM LE TRIM__3 RTEC -L I❑ G -10 I FL-831 IRIM_9 ■ G -9 G -11 C -8 ❑ o CONNECTION PLATES FRAME LINE C C^I 0 0 N b IT ❑ ID MARK /PART ` H2 o 1 I SC -5 1❑ G -9 G - G -11 G -8 I] 'cl • n , PM1 - 9 LI I . I J [ I-1 • EC -1 RF1 -1 RF1 -1 EC -1 L 8' — 1 10' -0" 12' - • GIRT 1' -1 3/4 1' —I 3/4 • LAPS 1' -1 3/4" ., 1 -1 3/4" SIDEWALL FRAMING: FRAME LINE C • • (;) , ( 7 . 1 9 (T)H , RTEC -L • LE • RTEC -R 0 1 CJ N N O O O - _ XFL -37 � � - - • XFL -26 'v v v v v v v v v v c v ' v v v 'v ,71 M M M M M M M M M M M M M M M M ....... M a0 02 I I I I I I I 1 I 1 I I 1 I 1 1 1 -J _ _ _ _ _ _ _ _ _ _ _ _ _ _ M N CV M 1 1 1 _1J J -.I XX X SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS 26 Ga. PR 7 Fern Green U.S. METAL BUILDINGS • GENERAL NOTES: 1132 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 1- 954- 231 -2041 1 INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN DRAWING BY DATE DESCRIPTION BACK SIDEWALL • 2 WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING AKT 1 1 / 3/09 3 OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE - • CHECK BY rluE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHDUT CM 1 51 pm CUSTOMER NICK NISSEN APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER • SCALE N T S LOCATION TIGARD, OR 97223 - 4 AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL LOADS SEE COVER DRAWING B REV # SHAVINGS CAUSED BY DRILLING JOB # 0820-246778 BSW 0 -w—Steel Line (1) (J17n. 12 -I4 is 1 1/4' ED EW Cr t 1/4 .. EW Crt / - (2) i/2 < I EW Column 414. ... ,1 0.. Corner Column Door Jamb AY 7 bolts EW Rutter I S* 1I0 'a*, I PMI L I \ Purlln 1 �_ 1 � ,- sa o( . .\1 111%111 EW Railer '�'y I , a � ' SW OM V `� Welded Rat? III .� 1 St-5 Clip Rake Anal.: o 4 Flange Brace EW Columo (4) 1/ < 1 1/4° W ?Id ?d Plot? EW Grt - , � (Near Column) A325 Bolts (Typ \+ IJ N on Endwall 1/2" < 1 A_ Bolts 1/2" .< 1 I/4" .4325 Bolts Drawing) 1/2' < 1" .4307 Bobs 1/2" < 1" .4 Bolts (.) ., Rerer ro Archor Bolt (Typ ) (U N ) (Typ ) (U N ) (Typ ) (U N ) (ryp ) (U N ) ' Plan AS SECTION THRU COLD FORMED RAFTER B4 ENDWALL COLUMN TO RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT E 5 BASE PLATE FOR DDDP. JAMB NOrE Attach Bottom Grt W/ Finh.;ad Bolt Before Attaching Top C-t Steel Lin? -4- Roof Purim nange. Br EW Column - . GI p I� ov_ Strut ./ O • RF Column 20`. f e S l ru. 'C' ENDWALL f � Fl Bra03 R. AFIEP. Additional : ( As R?aun ?d) , O :O. O Flange Brace � y� ,L', . III -._ _ _ ___ III , A ./.,,, ,,,,. p ++ ° Additional _J ♦♦ s`�, �, _ - _ \�`"° o 0 Flange Brace ♦ ♦♦ ` C ° O V (As Required) I ♦ � Fl I /!� III I _0 0 - RF Rafter ♦�'_ ' IL onga Brace • O • EW r � ��� I 0 0 1 Wall Grt 0 0 FI•ana brace Gip (Refer to OSHA Lapped ENDVMNL I I Endwall Rafter COLUMN I Gr Mad on pg DET1 ) — ( «) - Refer is Mchs Bat; L_ 1/2" < 1" 4307 Bolts 1/2' < 1" A307 Batts 1/2" < 1" A307 Bolts Plan SECTION 'A' (TYP) (UN) (TYP) (NN) (TYP) (UN) SEE ENDVALL DRAWING FOR BOLT DIA AND I,PE E8 BASE PLATE FOR ENDWALL COLUMN SPLICE AT SURFACE CHANGE G2 ROOF PURLIN TO INTERIOR FRAME RAFTER H? WALL GIRT TO RIGID FRAME COLUMN I6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER Edw. Strut Door Ja Teti / /' Eav? Strut Eave Strut 14u11 Grt Door Header i ii Jomb S J Wall Crl `` \ Eaw Strut ; ` -- - - ¢ �` 111111.1 a l I ` \1 f I C C / Pilch ?d Chp I W ?Id ?d Clip s ''&''' _� I \ il\ r /12 , - j ` �� fl , 1 � Wald ?d Op I Door Jamb Rigid Column Frame 1011 J Door Jamb Woll C rt Column Rigid Frame, Welded Clip I Column Opening Opening Mdth o Mdlh a 1/2 :< 1" 0307 bolts 1 2" < 1" 0307 Bolls 1 4°v� Door Jamb ' 4 .. T ,�� Doar Jamb 1 / / /_" :< 1" A307 Bolts 1/_" < 1" A307 Balls 1/2" < 1" •307 BDIts (Typ) (1 /N) (Typ) (UN) (ryp) (ION) (ryp) (U (Typ) (UN) 0 EAVE STRUT TO RIGID FRAME ® WALL GIRT TO DOOR JAMB 0 DOOR JAMB TO EAVE STRUT L8 DOOR JAMB TO WALL GIRT M3 DOOR HEADER TO DOOR JAMB • U.S. METAL BUILDINGS • 11.92 EAST NEWPORT CENTER DR DEERFIELD BEACH. FL 33442 1 - 954 - 291 - 2041 DRAWING A BE T 1D4r1E / 3/09 DESCRIPTION DETAIL DRAWINGS ChECK Br nuE CM 1 1 51 pm CUSTOMER NICK NISSEN SCALE N T S LOCATION TIGARD, OR 97223 LOADS DRAWING N REV # SEE COVER JOB # 0320 - 246773 DETI 0 • STITCH SCREWS AT 12" 0 C INSIDE CLOSURE W/ W/ CONTINUOUS CONTINUOUS 1/2" TAPE 1/2 TAPE MASTIC Rigid Frame. Column MASTIC TOP & BOTTOM ROOF OPENING WIDTH 2 1 4.• i� PANEL POP RIVETS Lln? PANEL j ;— ' ROOF 'III AT 20" O,C. • Steel #12 SD Szrew — ,1 JAMB CAP Fl A$MING (_4? Foslanr QotrnQ M EMBE R S C RE WS (OPTIONAL) Wall Pa Anchors Othz� ' (See Faner Dtl) EAVE RAh / JAB Bse Angle (PM1) TRIM MEBER SCREWS TRIM SHE ^ SCRE STITCH WS ( e- Fastener Detail) ANG � Il l Finished Floor AT 12 0 C OUTSIDE SN SCRE _ \/ CLOSURE AT 12" 7 0 r C `�`��` 3 "--k CUTSIDE gr \ \ Uy • CLOSURE • / HN 4U0 ro1' 7x eotar) PAN ELS • \ *Minimum 1/4" Diameter Anchor `\\ AS FIELD REQCU1 UIRED 1 1/21 • PANEL ` ROOF POP RNETS or Equivalent Power - Driven Fastener PURLIN WALL \ At 24" On Center Maximum EAVE PANEL PANEL Ai 20" O.0 ( *) = Refer to Anchor Bolt STRUT JAMB Plan TRIM SECTION THRU WALL PANEL AND EAVE DETAIL WITH SIMPLE RAKE DETAIL WITH R2 ANCHOR BOLTS AT SIDEWALL COLUMNS T3 EAVE TRIM AND SHEETED WALL SHEETED WALL JAMB TRIM DETAIL FOR - CONCRETE FOUNDATION TRIM DXF "R" PANEL TRIM_3 DXF TRIM_5 (6) Stitch Screws • j Lap rek De F - x 7/9" Lap rek •ormod (Ridge Cap FL - Frame Bottom Bolts - Required) R 0 0 Top Flange � ® Top Flange �® ® Rio Bolts - Sze Rod Frame Member rawl Sc ° Top Bolts -Sze Rigid Frame p gi 12 -14 x 1 1/4" �� i Drawings For Sze Dravnngs For Sze Panel / at 5' -7 " -5" OC 10:0;,,,,„ j �� C ' ® b ® ® J / / Web - _ Intermediate Bolts We Intermediate Bolts WALL },_ / �AI 'o. ® ®— Regrzd) — ( (ARequired) As zqui PANEL � � � Rigid Fro (As m Drowings far 5z- Sza Froma Dro equi ve ngs For 5zz POP RIVETS r POP RRIVETS /�/ Bottom Bolts - See / �� ` AT 12" 0 C 11 AT 12 0 C �...• ® ® ®° ®° HEADER '' /��� . _ �� Rigid See Rigid Frame OPENING HEIGHT ` I ` � � Bottom Flange �® ® Drawings For Sze. Bottom Flange ------ ,7-.) �a'"' ^gs For Sze / / 1 O Wall • Panel ,i141%, Peak Purfins • HEAD HEAD CAP FLASHING J Pon ?I Roof Panel TRIM (OPTIONAL) Tnm J �4A I/4 -14 X 7/B" LT E[ tension Bsyond Flange Is Screws ®20" OC I/2' Tape. Solent • Optional. At Top & Bottom MW -507 HEAD TRIM DETAIL FOR 7 "R" & "A" PANEL ,TRIM DETAIL FOR "R" PANEL "PBR" ROOF FIXED RIDGE DETAIL U2 BOLTS FOR RIGID FRAME RAFTER U3 BOLTS FOR RIGID FRAME RAFTER TRIM_? Tnm_9 TnmJo AT BUILDING PEAK TO COLUMN CONNECTION MASTIC LOCATION AT THE EAVE IS CRITICAL. ____R NOTE 9t2 . r so Sc., =Era L STEEL LINE TO INSURE A WEATHER 1104T SEAL.- THE 9DELAP ALLOW ROOM TO INSTALL ROOF PANEL AT EACH LAPPED GIRT CONNECTION, COLUMN MASTIC AND CLOSURE STRIP G MASTIC MUST EXTEND DOWN FROM THE TOP OF CUT FIBERGLASS FROM 6 I 12 1 c (• FN HEAD BOLT MN32 m • r 171 VAPOR BARRIER AND ( THE RIB TO THE MASTIC ON THE EAVE � yUSI BE 0 F TO ATTACH 3 A397 Salta \ 1 1/ 2 1 2 3 CLOSURE THE MASTIC EXTENSION FASTENER - 1 l/2 FOLD BARRIER OVER Rai., Aryl MUST SPLICE INTO THE EAVE MASTIC MS TIC APRA — 11.--g.--....- FIRS( GIRT TO RE GIRT CLIP OF A Rw F [ N . FLOOR ❑ ❑ R TIC _. — — LAPPED CONDIRON BE WRENCH THE 9011/NUT j r C BEARING WIDE CLOSURE Q ,„...1.0.0 . PRI 10 SECOND LAPPED RIB \v "- 4,, • BONG INSTALLED REFERENCE 114E r - • BLANKET STM104RD 'OSWI LAPPED GIRT DETAIL Purl ` INSULATION FOR MORE INFORMAUON GIRT cV R0rt1' • • // D OUBLE 9DE ■ ` INSULATION D TAPE _ w / // EAVE TRIM I OUT9DE CLOSURE l o w n // / i (SHAPE MAY VARY) ! EAVE STRUT 1 •• : I V J I SHOP WELD I CLIP _ - w 0 ///// _ !i #14 SELF TAPPING I L� w = A �� CAULK CLOSURE Z DOUBLE 1;„, CAULK iii 1 I WALL FASTENER SPLICE I EV G a rt SIDED - EV Rafter • °�/, /rI MASTIC WALL PANEL // 1 I_ '_ i I • o Girt To Raft. Clip �I , MIRMIIIM 1/2' x l' 0307 Bolts `INSIDE CLOSURE STRIP / ®� (Typ) (UN.) NOTE INSULATION MUST BE INSTALLED SEE ELEVATION SEE ELEVATION EAVE CLOSURE AS SHOWN OR ROOF WILL LEAK SW OR EW GIRT DETAIL all CONCRETE DETAIL FOR ENDWALL GIRT ENDWALL RAFTER CONNECTION W ALK DO ❑R SEALING THE EAVE TAPPED GIRTS B INTERIOR BAY COLUMNS SEALING THE EAVE NOTE USE (2) 1/2' +I' A307 OOHS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REDUIREMENTS - • • C U .S. METAL BUILDINGS • 1192 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 1- 954 - 291 -2041 DRAWING By DATE 11 / 3/09 DESCRIPTION DETAIL DRAWINCS L AKT 11 CHECK BY TIME CUSTOMER NICK NISSEN ' CM 1 51 Dm SCALE - N T S LOCATION TIGARD, OR 97223 • ' • LOADS SEE COVER DRAWING # REV # JOB # 0920- 246775 DET2 0 ••• DE FIN HEAD 1/2' 4307 ecuI 0031 BE INSTALLED INTO TFf FIRST NI AND CLIP OF A LAPPED CONDIDOR. ME BOLT /NUT ASSEMBLY MUST • 5" r ....5" 1 A • BE NPENCH DCHI PRIOR ID TIE SECOND LAPPED CRT BONG INSTALLED f Save Strut OSHA LAPPED GIRT DETAIL '1 7 1 - f 'AFRO GIR1S 0 141(400 BAY COLUMNS (2) Member Straws SID. I /2' 4307 BOLTS 1'!i .. a —T (Plain) OUTSIDE FLANGE I/ ° 546 Eave Strut Brace —. SECOND ZAPPED GIRD ° (bp.) GIRT LAP BOLTS NOT c '' 3 STo'NII FOR CLARDY .9 REFERENCE TIE STD Ewe Strut ZAPPED GIRT DETAIL .0 EP' FOR THOSE y. REQUIREMENTS 1Opening FIN HEAD 1/2' BOLL ,( dth Purlin MK H11362 FIRST LAPPED GIRT Ir ' CIRT ° Fasten =_r # 12A —/ 1 I Section — A - 12 x 1" Pancake Head typical each and SID I /2' A307 NUTS Tflp SIDEWALL FRAMED OPENING EAVE STRUT BRACE • • • • • • • • U.S. METAL BUILDINGS • 1192 EAST NEWPORT CENTER DR. DEERFIELD BEACH, FL 33442 1 -954 -291 -2041 DRAWING BY DATE AKT II/ 3/09 DESCRIPTION DETAIL DRAWINGS CHECK BY rluE CUSTOMER: NICK NISSEN CM 151pm scALE N T S LOCATION TIGARD, OR 97223 LOADS SEE COVER DRAWING # REV JOB # 0520- 246775 DET3 0 NOTE These drawings are intended to depict general installation of item(s) described below Some item(s) may have been omitted for clarity of presentotion. Consult your erection manual or Girt _ „ A" i additional Details for further guidelines and /or clarifications }— Door FDoor rame 1 Walk Clip (WDC) Girt Walk Door Angle (WDA) 1 - 1 Shown Below is Used I -- For Door Bracing Only And r _ 12" _ 12" 12" - c o Is Not Req'd if Optional Girt /// / / / / / / / / / / / / / / / 0 F -(7° C O Al 3' 8" IS Used z° 9 1/2 9 1/2 9 1/2 o S — Attachment To 2 1 /2" 2 1 /2" 2 1 /2" - c - Concrete, By Others 5„ 7" 5" 7" 5" - 7" #1 1 \ ,. Walkdoor Detail _ 12" _ 12" 12" _ 2 1/2" #2 Sheeting Direction Detail "A" 7 Wall Girt (Field Cut) • 12" 12" 12" All Roof Members Except As Noted Below 7' - 4" Girt / Walkdoor Jamb - - Walkdoor Head Support ' Sheeting 1 12 - 14 x 1 SD Walkdoor Direction do le 12" + 12" r. 12" (Plated) 1' -0" 0 C. Opening Width I C � ' 14°' a / 2 I g a (T) Use (2) Mem#ber 12 - 14 Screws x 1 - 1/4Section " SDJ d ole 2 1/2" 7" 5" 7" 5" 7" 2 1/2" o = (Plated) 1' - 0" OC Section "A" "B" \ / ° 2 Sheeting Direction Detail "A" Clip (WDC) At Eave Strut, Panel End Lap, and Peak Purlin 111 ° 1 .0(' Use (2) Member (� /v o // e 3 Screws Each Side �/ Field Bend Ro ° P" Member S crews q•+ `' 10 "Girt Field • 0 12 x 1 1/4" Roof Panel S titch Screw Door Jamb Angle Door WDA) 3 1 Cut /2" At 2 Jamb Note # 1 at 5 ", 7 ", 5" Continuous 11\ • Member Fastener Tape Seol Tope Seal �y� 1/4 - 14 x 7/8 ° f dole 1 12 -14 x 1 1/4" at 5 ", 7 ", 5" pattern At 20" O.0 Note # 2 Roof Walkdoor Angle (3) Member L s Purlin Member Fastener Panel At Brace (Typ Both Jambs) o 12 -14 x 1 1/4" at 12" 0 C Detail "A" Door Screws Frame :,,,,_, em ° bef / Note # 3 Note. (Jomb) °• Stitch Fastener " Section Thru Panel End Laps Screw Patterns Shown Plain Material Angle 905 e °• 1/4 -14 x 7/8" Satisfy U L 90 Requirements (PM1) •• at 20" 0 C For Roof Section "B" © 10" Girt Fastener Location "PBR" Panel At Wall Fastener Location For "PBR" Roof Panel ERECTOR NOTE: Field Cut Girts Below 7' -4" to Attach to the '1 Walkdoor Jambs with #12 -14 x 1 -1/4" Self Driller Screws • DRAWING NO DRAWING NO (2) Each Side as Per Section "B" above. Walkdoor Details 9/28/07 ' For Walkdoor with Framed Openings First Install Walkdoor then NS 7 -17 -07 NS2 I Install F.O. Jambs and Header Created On: 09/15/02 Created On 04/15/01 ' U.S. METAL BUILDINGS 1192 EAST NEWPORT CENTER DR DEERFIELD BEACH, FL 33442 1- 954 -291 - 2041 DRAWING 0 DESCRIPTION DETAIL DRAWINGS 1 AK T 1 I1 / 3/09 cRECY. BY rluE CM 1 51 pm CUSTOMER NICK NISSEN SCALE N T S LOCATION TICARD, OR 97223 LOADS SEE COVER DRAWING R REV N • JOB # 0820- 246778 DET4 0 TREE PROTECTION NOTES I. CONTRACtP SHALL PROVIDE TREE PROTECTION AND INSTRUCTION TO ALL PROHIBITING ES AND MACHINERY, ACH NTRACTORS GRADING, DUMP ING E TOR RIAL CF R Ec E / V EQ I/ DTIS A NY OTHER P CT DUMPING, STORAGE, L.ATED ACTIVITIES IN ANY TREE OTHER E PROTECTION ZONE N- I.ATED ACNIIEE ROTI ■ 2. ONLY THOSE TREES IDENTIFIED 04 TEN APPROVED TREE REMOVAL PLAN ARE MITHORIZED FOR REMOVAL NO BY THESE PLANS. NOTVITHSTANDING ANY OTHER AN PROVISION OF THIS TITLE, MY PARTY FOUR TO BE V 1 8 2009 IN VMLATION OF THIS CHAPTER (1 8.7901 PUIRSUIWT TO CHPATER 1.16 W THE TIGARD *I ID1PAL CODE SHALL BE SUBJECT TO A CIVIL PENAL Y A< UP TO BULL p, p 6 BARD SHOO ND SHALL BE REQ IV TO REMEDY ANY DAMAG IO E CAUSED BY THE VATION SUCH REMEDIATION SHALL INCLUDE. BUT NOT BE LDUTED TO THE FOLLOWING O REPLACE 111 OF UNLAVFIA DIVISION REMOVED OR DAMAGED TREES S IN ACCORDANCE WI TH SECTION 18.790060 (0) OF THE TIGARD DEVEUIPMENNT CODE, AND 2) PAYMENT 6 M ADDITIIDIAL CIVIL PENALITY REPRESENTING THE ESTD(ATED W ANY UILLAVFILLY REMOVED OR DAMAGED TREE. AS DETERMINED USING THEMOST CURRENT INTERNATIDNALSOCETY OF ARBORICULTURE'S GUIDE FOR PLANT APPRAISAL 3 IF VORK IS REauDED WITHIN AN ESTABLISHED TREE PROTECTION ZONE, TIE PROJET AMORIST SWILL PREPARE A PROPOSAL DETAILING TIE CONSRUCT1I TECHNIQUES TO BE EMPLOYED AND THE LDELY IMPACTS TO THE TREES THE PROPOSAL SHALL BE REVIEWED AND APPROVED BY TIE CITY ARBORIST BEFORE PROPOSED WORK CAN PROCEED WITHIN A TREE PROTECTION ZOE. THE CITY ARBORIST MAY REQUIRE CHANGES PRIOR THE APPROVAL. THE PROJECT ARBORIST SHALL BE W SITE VOILE WOW IS OCCURRING WITHIN THE TREE PROTECTION ZONE AID SUBMIT A SUMMARY REPORT CERTIFYING THAT YORK OCCURRED PER THE PROPOSAL AND VILL NOT SIGINIFICANTLY IMPACT THE HEALTH AND /OR STABILITY OF TIC TREES. 4. PRIOR TO COMMENCING ANY SITE WORK CR THE ISSUANCE OF PERMIT, THE APPLICANT SHALL ESTABLISH TREE PROTECTOR FENCING AS DIRECTED BY THE PROJECT ARBORIST AND CONDITIONED BY THIS DECISION TO PROTECT TIC TREES TO BE RETAINED. THE APPLICANT SHALL CALL FOR AN INSPECITON AND ALLOV ACCESS BY THE CITY ARBORIST FOR THE PURPOSE OF MONITORING THE TREE PROTECTION TO VERIFY THAT THE TREE PROTECTION MEASURES ARE PERFORMING ADEQUATELY. FAILURE TO FOJUV THE - PLAN. OR MAINTAIN TREE PROTECTION FENCING IN DC DESIGNATED LDCATIDJS SHALL BE GROUNDS FOR IMMEDIATE SUSPENSION Of WORK ON THE SITE LRRTIL REMEDIATIN MEASURES AND /OR CIVIL CITATIONS CAN BE PROCESSED. 5. TIE PROJECT ARBORIST SHALL PERFORM TREE PROTECTION MAINTENANCE INSPECTIONS AND SUBMIT ,_ SUMMARY REPORTS TO THE CITY ARBORIST. THE - - INSPECTORS SHALL OCCUR TVD TOES PER MONTH DURING TIC ENTIRE CONSTRUCTION PERIOD. 6. ALL PROPOSED GRAVEL DRIVEWAYS NO WALKS ARE FILLED ON EXISTING GRADE WITH NO CUT. 7. THERE ARE NO WATER SERVICES. SEVER SERVICES, LOW VOLTAGE SERVICES OR OTHER BURIED UTILITY SERVICES TO THIS BUILDING .• -- �- 8. THERE ARE NO PROPOSED DRYWELLS OR SOAKAGE TRENCHES Tree 612 9. ALL TREE PROTECTION FENCING SHALL BE 6' 2W Douglas FLY' Tree 611 TALL STEEL CHAIN LDIX OR 6' TALL NO CLD113' 11' Douglas Fir STEE• VIRE FENCING THE FENCE SHALL BE . SUPPORTED BY tY STUDDED 05 FENCE PESTS AT 81 � MAXIMAL M SPACING OF 10' CLOSER AS RE�REO 37 Douglas VVV TO SUPPORT FENCE. Tree 613 F• • 7' Podflc Dogwood (DEAD) -o W. THE OVNER SWILL MAINTAIN THE TREE ,' Tree 114 PROTECTION FENCE DURING THE ENTIRE COISTRILTION 20' Douglas Flr.-- J n OS go-0 ccp a pl ie ... PERDU L 1''^ 11. AN INTERNATIONAL SOCIETY OF ARBORICILLTIRE CERTIFIED ARBOIST SHALL BE ON SITE TO SUPERVISE ANY EXCAVATION VO0( ASSOCIATED VITH TREE PROTECTION FENCE THIS PROJECT. Trev 610 Tree 615 20' Douglas Flr /-� /33' Doug IOUs ^1 \, " 3 - Tree 616 � - ( -_- \..lI.VJI 26' Douglas Fir-0 ` 1 • ` ROOT PROTECTION ZONE 1 1 I 1 • �i• ° na'la� nr--� , ' PROPOSED I ' I 26' X 60' Q' 3232 ' Douglas Tree 618 I BUILDING 35' Douglas Flr---0 N 1 ' • • Tree 619 '0 I i �36ee i 12' Douglas FN I ' RR, TREE PROTECTION FENCE I I' • Tree 620 i Tree Y6 32' Douglas F � i �21' Douglas Flr ■ 1 / PROPOSED NEW GRAVEL DRIVEWAY 6 VAItS / / I - // R . -Tree 85 ROOT / �� 40' Douglas Flr PROTECTION r ZONE Tree 61 / / 21' Douglas Fir , Tree 63 LL , / 23' Douglas / BURIED ELEC. SERVICE / TREE PROTECTION }, % 1 / , FENCE , / Tree 112 61 -7 29' Douglas Fir TREE PROTECTION FENCE / / / : 1 ' / / �. • / l 1 M xlsting Eltc / / /.- % / i �. / Meter Bose / / / ' ' , ' -'" ' / ' / \ Tree 64 • , // // ' / ` \' % / / 46' Dougl Fir • A !' /� /' • /� ,■ / / \ l EXISTING I / / / \ / / \\ U IIMPROVED ,� ' O - - o - -- \' ' , /\ DRIVEWAY r / / / J ..1 / \i 1 - , Imo'/ EXISTING TREES V / i l‘ OUTSIDE , / / \� CONSTRUCTION \`, / ° ZONE /'\ \,, \ `/ / / EXISTING \ R BUILDING I .. ' / ASPHALT i L - 1 - \ DRIVEWAY I N CONSTRUCTION (.....---- STAGING G- I v \ 34' Douglas Flr Dead Hahltot Tree 0 - _ PRINT 014 I' X 17' SHEET TREE CARE & LANDSCAPES UNLIMITED, INC. CITY OF TIGARD 5600 Rosewood St. 10/22/09 BY KBK SUMMER LAKE PARK MAINTENANCE BUILDING I'...'k P O. Box 1566 t ;, . ► Lake Oswego, OR 97035 TREE P � 503 -635 -3165 R OT E CTI O N P LA N Page 2