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Specifications McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION Consulting Engineers Inc. STARRCO(#40093) No. 22152 1110 Westmark Drive St.Louis,Missouri 63131-1735 SHEET NO 1 OF Zoe (314)835-1224 CALCULATED BY KAV DATE 2/27/2015 Fax: (314)984-0561 STRUCTURAL CALCULATIONS t?\)140010 PREPARED FOR: STARRCO (#40093) PROJECT NAME AND LOCATION: FRISKARS OUTDOOR RECREATION 14200 SW 72ND AVE. PORTLAND, OR 97224 _liaucTUR,gt ���`E° PROPeo GINE ER / cc �� DATE PREPARED: 72:73PE .4106" AI February 27, 2015 ORE • ► o a y T°11S ER AOc WARREN °G EXPIRES: /"1--(31 "' McGINNIS &ASSOCIATES JOB FRISKARS OUTDOOR RECREATION Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. OF A;. (314)835-1224 CALCULATED BY KAV DATE 2/27/2015 Fax: (314)984-0561 Project Name: FRISKARS OUTDOOR RECREATION Lat. = 38.391 Degrees Long. _ -122.725 Degrees Project Location: PORTLAND, OR 97224 Dealer: APPLIED HANDLING NW Manufacturer: STARRCO McGinnis File Number: 22152 Project Description: MODULAR OFFICE Floor Elevation: 12.25 ft (Load-bearing Roof) Design Codes: 2014 OSSC 2012 IBC 14th Edition Of AISC (ASD)-AISC 360-10 ASCE 7-10 Aluminum Design Manual -ADM1-2010 Dust Cover Live Load: 115.0 psf Roof Dead Load: 10 psf Mininimum Concentrated Load Of Dust Covers Subject To Maintenance Worker= 300 lbs Seismic Factors: Overall Height Of Structure(ft) hn 12.25 Seismic Use Group II Spectral Acceleration-Short Period(%g) Ss 0.972 Spectral Acceleration-1-Second Period(%g) S1 0.421 Site Coefficient(Table 1615.1.2(1)) Fa 1.111 Site Coefficient(Table 1615.1.2(2)) Fv 1.579 Importance Factor le 1.00 Response Modification Coef. (Lt.Framed Walls w/Wood Shear Panels) R 6.50 System Over-Strength Factor Omega 3.00 Deflection Aplification Factor Cd 4.00 Design To Section ASCE, 12.8.1 Structural Irregularites NO Site Class(Soil) D Seismic Design Cat. D • USGS Design Maps Detailed Report .3 2012 International Building Code (45.41748°N, 122.74909°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) [11 Ss = 0.972 g From Figure 1613.3.1(2)[2) S = 0.421 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or /Tic, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 SS = 0.75 S5 = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 0.972 g, Fa = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, ? 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S1 = 0.421 g, F„ = 1.579 Equation (16-37): SMs = FaSs = 1.111 x 0.972 = 1.080 g 3 • Equation (16-38): SMl = F„S1 = 1.579 x 0.421 = 0.665 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/3 SMS = Z/3 x 1.080 = 0.720 g Equation (16-40): SDI = 2/ Smi = 2/3 X 0.665 = 0.443 g • Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS IorII III IV • SDS < 0.167g A A A 0.167g Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g5Sps D D D For Risk Category = I and Sps = 0.720 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.443 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(1).pdf '2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(2).pdf McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION - Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 2/27/2015 Fax: (314)984 0561 CALCULATED BY KAV DATE ASCE 7-10 SEISMIC ANALYSIS SECTION/ DESCRIPTION EQUATION NO. VARIABLE VALUE UNITS Overall Height Of Structure h„ 12.25 Ft Seismic Use Group II Spectral Acceleration-Short Period Per IBC&NEHRP S, 0.972 Spectral Acceleration-1-Second Period Per IBC&NEHRP S1 0.421 Site Coefficient(Table 1615.1.2(1)) IBC Tab.1613.5.3(1) Fa 1.11 Site Coefficient(Table 1615.1.2(2)) IBC Tab.1613.5.3(2) F, 1.58 Plan Structural Irregularites ASCE,Tab.12.3-2 NO Response Modification Coefficient ASCE,Tab.12.2-1 R 6.50 System Over-Strength Factor ASCE,Tab.12.2-1 0 3.00 Deflection Aplification Factor ASCE,Tab.12.2-1 C° 4.00 Site Class(Soil) IBC Tab.1613.5.2 D Seismic Design Cat. ASCE Tab.11.5-1 8 11.6-2 D Lateral Load Procedure-Equivalent Lateral Force ASCE,12.8.1 Reliability/Redundancy Factor ASCE Sec.12.3.4.1 &2 p 1.30 (1.0 or 1.3) Importance Factor ASCE Tab.11.5-1 I, 1.00 Fundumental Period Coefficients ASCE Tab.12.8-2 C, 0.02 Fundumental Period Coefficients ASCE Tab.12.8-2 x 0.75 Fundumental Period ASCE Eq.12.8-7 T, 0.13 Spectral Response Accerleration w/5%Dampening- Short Period ASCE Eq.11.4-3 Sos 71.9928% %Of Weight Spectral Response Accerleration w/5%Dampening- 1-Second Period ASCE Eq.11.4-4 Sd1 44.3173% %Of Weight Minimum Design Base Shear ASCE Eq.12.8-5 or 12.8-6 C,min 3.2385% %Of Weight Design Base Shear ASCE Eq.12.8-2 Cs 11.0758% %Of Weight Maximum Design Base Shear ASCE Eq.12.8-3 or 12.8-4 Cg max 52.0628% %Of Weight - LRFD Design Base Shear C,design 11.0758% %Of Weight ASD Design Base Shear Adjusted For Allowable Stress Design(Load Factor=0.7) Cs Aso 7.7531% %Of Weight Earthquake Load On An Element Of The Structure ASCE Eq.12.4-3 Eh Aso 10.0790% •Seis.Wt. ASCE Eq.12.4-4 E,Aso 10.0790% *Dead Load McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION • Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive t a St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 CALCULATED BY KAV DATE 2/27/2015 Fax: (314)984-0561 IBC - Starrco Stud Capacities Stud SS 3500 I'I SS 3500 R")(61 SS 3000") SS 3000 R(S)(6) SS 2500(31 HSS(41 HSS(4j Height 3"x3"x3/16" 4"x4"x3/16" (In) (Lbs) (Lbs) (Lbs) (Lbs) (Lbs) (Lbs) (Lbs) 96 7,390 9,470 2,950 4,700 3,560 13,900 23,870 108 5,840 7,480 2,000 3,460 2,760 12,930 22,460 120 4,730 6,060 1,320 2,430 2,010 11,600 21,050 132 3,910 5,010 810 1,670 1,460 10,290 19,640 144 3,160 4,210 560 Note 2 Note 1 9,170 18,240 156 2,430 3,340 Note 1 8,200 16,860 168 1,890 Note 2 7,380 15,510 180 1,010 6,600 14,180 192 Note 1 6,000 13,000 204 5,500 11,950 216 5,000 11,030 228 - --- ---- 4,600 _ 10,200 (1)Stud height is controlled by flexural stiffness limit of L/120(per Table 1604.3, IBC) (2)Stud height is controlled by column slenderness(Ur)of 200 (3)Aluminum extrusion to be manufactured from 6063 T6 alloy, Fy m,n=25 ksi (4)Steel tube columns manufactured from ASTM A500-B steel, Fy mm=46 ksi (5)Unreinforced is based on an aluminum stud without the steel insert. Reinforced is based an aluminum stud with a 1"x 2" 11 gauge hollow steel section reinforcement(tube). IBC - Starrco Stud - Maximum Partition Height (6) 3500"/ 3500 R v) 3000 v' 3000 R I'l 2500('I HSS(61 HSS("J 3"x3"x3/16" 4"x4"x3/16" (in) (in) (in) (in) (in) (in) (in) Max. Height 180 197 140 164 141 296 402 (6)Based on wall deflection limitations of L/120(per Table 1604.3, IBC)and stud centerlines of 50 3/4" (7)Aluminum extrusion to be manufactured from 6063 T6 alloy, E= 10,100 ksi (8)Steel tube columns manufactured from ASTM A500-B steel, E=29,000 ksi Starrco Stud - Beam Clip Capacities Column Type cyi 4" 5" 6" 7" 8" (Lbs) (Lbs) (Lbs) (Lbs) (Lbs) Unreinforced 5330 6660 7990 9330 10660 Reinforced 4630 5800 6970 8120 9280 (9)Unreinforced is based on an aluminum stud without the steel insert. Reinforced is based an aluminum stud with a 1"x 2" McGINNIS &ASSOCIATES JOB FRISKARS OUTDOOR RECREATION Consulting Engineers Inc. STARRCO(#40093) NO 22152 1110 Westmark Drive (q� St.Louis, Missouri 63131-1735 SHEET NO. 1 OF (314)835-1224 KAV 2127/2015 Fax: (314)984-0561 CALCULATED BY DATE Dead Load Calculation: Beam 39.0 plf 204." C/C 2.294 psf Angles 9.8 plf 204." C/C 0.58 psf 1.5B22 1.85 psf Sheathing 2.00 psf Lights and Ceiling Material 2.00 psf Misc. 1.00 psf Total Roof Load 9.72 psf Roof DL- USE 10.00 psf Wall DL - USE 5. 00 psf Maximum Stud Load: STUD#1 STUD#2 Maximum Beam Centers= 50.75 in Maximum Beam Centers= . in Maximum Beam Span (Trib. Length)= 69. in Maximum Beam Span (Trib. Length) = . in Live Load From Dust Cover= 115. 00 psf Live Load From Dust Cover= . 00 psf Dead Load From Dust Cover= 10.00 psf Dead Load From Dust Cover= 7. 00 psf Stud Load = 3040 lbs Stud Load = lbs Stud Type = SS 3500 Stud Type= N/A Reference Stud Capacity Chart= 3160 lbs Reference Stud Capacity Chart= lbs "Stud Capacity Adequate For Required Loading" Estimated Building Weight: Roof Dead Load= 190.5 ft^2 10. 00 psf 1905 lbs (Building Area) Wall Length= 57. ft 60. 00 plf 3420 lbs (Wall Length) Guardrail Length= 57. ft 15. 00 plf 855 lbs Total Estimated Building Weight= 6,180 lbs Roof Loading= 190.5 ft^2 115 psf 21,908 lbs Seismic Loads: Load Source Load Reduction 0.7*CS* p Seismic (ASD) Force (ASD) Seismic Load At Roof Level 2760 lbs 100% 0.1008 278 lbs Seismic Load Of Walls 3420 lbs 50% 0.1008 172 lbs Seismic Load On Live Load 21,908 lbs 25% 0.1008 552 lbs Total Seismic Load To Be Resisted By Shear Panels = 1003 lbs Load On Long Wall Due To 5 psf Interior Partition Pressure= 521 lbs Load On Short Wall Due To 5 psf Interior Partition Pressure = 352 lbs McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive ^� St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 CALCULATED BY KAV DATE 212712015 Fax: (314)984-0561 Screw Capacity Into Wood Shear Panel Variables: Variable Value Units Thickness Of Aluminum Member t outside ply 0.250 in Thickness Of Wood Sheathing t backside ply 0.625 in Screw Diameter D screw 0.189 in Bearing Length Into Main Member (OSB Sheathing) I m 0.500 in Bearing Length Into Secondary Member(Aluminum Flange) I s 0.250 in Bearing Strength In Main Member(OSB-APA Tab.11.3.2B) Rem 4650 psi Ultimate Tensile Strength-Aluminum Member Ft, 30000 psi Screw Bending Strength Fyb 100000 psi Analysis: Reduction Term Rd 2.39 Bearing Strength In Aluminum Flange Fes 30769 psi Re = Fem/Fes Re 0.151 Rt= Im/Is Rt 2.000 kt 0.211 k2 2.936 k3 4.732 Yield Mode Im Z1 184 lbs Yield Mode Is Z2 608 lbs Yield Mode II Z3 128 lbs Yield Mode IIIm Z4 414 lbs Yield Mode III, Z5 202 lbs McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION • Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive St.Louis, Missouri 631 31-1 735 SHEET NO. ti OF (314)835-1224 Fax: (314)984-0561 CALCULATED BY KAV DATE 2/27/2015 SCREW BEARING CAPACITY: The following is the analysis to determine the screw capacity. The capacity needs to exceed the value required to transfer the shear loads between vertical member and base frame. The referenced code will be the AISI, section E4. 1996 AISI DESCRIPTION VARIABLE VALUE UNITS SECTION Screw Size #12-14 Gauge n/a Screw Diameter d 0.157 Inches n/a ASD Factor Of Safety: (FS=3 Std. Loading, FS=2.5 Seis./5 psf Loading) FS 2.5 E4 Thickness of member is contact with the screw head t1 0.3750 Inches E4 Thickness of member is not in contact with the screw head t2 0.0620 Inches E4 Tensile strength of member in contact with the screw head Fu1 58,000 Psi E4 Tensile strength of member not in contact with the screw head Fug 35,000 Psi E4 CONDITION 1: If(t2 I t1)<(1.0)... Pns shall be the least of Pns1, Pns2,Pns3 CONDITION#1 GOVERNS Nominal shear strength per screw, condition#1 =4.2*Fu2*((d*(t2)^3))^0.5 Pns1 899 Pounds E4.3.1-1 Pns1 is minimum value for Condition 1 Nominal shear strength per screw, condition#2=2.7*t1*d*Fu1 Pns2 9220 Pounds E4.3.1-2 Nominal shear strength per screw, condition#3=2.7*t2*d*Fu2 Pns3 920 Pounds E4.3.1-3 CONDITION 2: If(t2 I t1)>(2.5) ... Pns shall be the least of Pns4, Pns5 Nominal shear strength per screw, condition#4=2.7*t1*d*Fu1 Pns4 9220 Pounds E4.3.1-4 Nominal shear strength per screw, condition#5=2.7*t2*d*Fu2 Pns5 920 Pounds E4.3.1-5 CONDITION 3: If(1.0)<(t2/t1)<(2.5) ... Pns shall be determined by linear interpolation between the above two cases. SUMMARY OF SCREW ANALYSIS: NOMINAL SHEAR STRENGTH BASED ON CONNECTING MATERIALS: Pns 899 Pounds AVERAGE ULTIMATE SHEAR STRENGTH OF SCREW ONLY: Pus 1875 Pounds ALLOWABLE BEARING SHEAR STRENGTH PER SCREW Pas 360 Pounds **Factor of safety has been reduced from 3.0 to 2.5 for seismic application-No additional stress increase is allowed McGINNIS &ASSOCIATES JOB FRISKARS OUTDOOR RECREATION • Consulting Engineers Inc. STARRCO(#40093) No 22152 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. 1 OF a.:1, (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE . SHEAR PANEL DESCRIPTION: Shear panel construction consists of 1/2"gypsum sheets laminated to a polystyrene core. Overall depth of panel is 3". Thickness consists of 1"for gypsum and a 2"polystyrene core. #12 screws are placed through the stud flange and into the laminated panel. SCREW SHEAR STRENGTH: The screw will need to transfer the shear strength of the panel to the stud through bending. Determine screw bending strength. Screw Diameter(#12) d min= 0.157 in Plastic Section Modules(d3/6) Z= 0.000645 inA3 Screw Yield Strength Fy= 50,000 psi Ultimate Bending Momemt M.= 32.25 in*lbs Unsupported Screw Length L= 0.50 in Factor Of Safety FS= 1.67 Allowable Bending/Screw Vscrew= 39 lbs Allowable Bearing/Screw VscreW= 189 lbs SHEAR PANEL CALCULATIONS: Shear panels will be analyzed based on groups of panels. Design the shortest group of panels which will be heaviest loading. Shear Panel Length LS= 4.23 ft Total Shear On Building V total= 1,003 lbs Shear On Panel Group V group= 527 lbs (Includes 5%for accidental Shear Per Foot v group= 124.6 lbs/ft torsion) Shear Panel Height H = 12.00 ft Total Screw Shear(Vertical) V vert screws= 1495.035 lbs Number Of Screws n = 39 Screw Spacing s= 3.6 in Available Shear(Vertical) V vert screws= 7371 lbs > 1495 lbs *Vertical Shear Okay Available Shear(Horizontal) V boa stews= 630 lbs > 125 lbs *Horizontal Shear Okay HOLD DOWN CALCULATIONS: Hold down brackets to be located at the ends of the shear panels. See drawing Al. Check anchor bolt hold down for adequacy. Deck Span On Wall Lr= 0 ft Deck DL @ 3.60 psf W rd,= 0 lbs Shear Panel Length LS= 4.23 ft Shear Wall Height H = 12.00 ft Wall DL 0.6.(5)@ 3.0 psf W= 152 lbs DL Resisting Moment ROTM = 322 ft*lbs Overturning Moment OTM = 6324 ft*lbs Required Hold Down Force f= 1419 lbs Anchor Embedment D embed = 3.25 in Concrete Yield Strength f c= 3000 psi Anchor Diameter d anchor= 0.50 in Special Inspection Required Inspect. Level= Yes(Per IBC Sec. 1704.13) Allowable Anchor Shear V allow..ASO= 2974 * 0.2= 594.8 Allowable Anchor Tension T allow.ASD= 2500 Anchor T allow. (ESR-1917) Pt= 2500 lbs > 1419 lbs Interaction Equation=T/T allow+V/V allow- 0.656 < 1.20 *Anchor Hold Down Okay McGINNIS & ASSOCIATES JOB FRISKARS OUTDOOR RECREATION • Consulting Engineers Inc. STARRCO(#40093) NO_ 22152 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. 13 OF a 2. (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE HOLD DOWN CALCS.(continued): Hold down bracket screws to studs. Check screw strength. Number of screws n= 4 Screw Strength (see analysis) V= 360 lbs Total Shear Capacity V total= 1439 lbs > 1419 lbs Hold Down Attachment Adequate ANCHOR BOLT STRENGTH CHART: (Chart copied from Hilti ICC Evaluation Services, Report Number ESR-1917) Page 10 of 14 ESR-1917 TABLE 7-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL-WEIGHT CRACKED CONCRETE, CONDITION B (pounds)1'2,3 Concrete Compressive Strength2 Nominal Embedment Anchor Depth NI ft=2,500 psi fc=3,000 psi fc=4.000 psi fc=6,000 psi Diameter (in.) Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless steel steel steel steel steel steel steel steel 3/8 2 _ 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 1/2 3 1/4 2,282 2,312 2,500 _ 2,533 2,886 j 2,925 3,535 3,582 31/8 2,180 2,180 2,388 2,388 2,758 2,758 3,377 3,377 5/8 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 r3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440. 5,833 314 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 For SI:1 tbf=4.45 N, 1 psi=0.00689 MPa For pound-inch units:1 mm=0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction.For other cases,calculation of R,,as per ACI 318-05 and conversion to ASD in accordance with Section 4.2.1 Eq.(5)is required. VValues are for normal weight concrete.For sand-lightweight concrete,multiply values by 0.60. 'Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. TABLE 8-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD(ASD), (pounds)1 Nominal Allowable Steel Capacity,Static Shear Anchor Diameter Carbon Steel Stainless Steel 3/8 1,669 2,661 1/2 2,974 3,194 5/8 4,901 5,495 3/4 7,396 9,309 / VULCRAFT4- TYPICAL FASTENER LAYOUT I . 5(B,F,A,VL) 36" COVERAGE 36/7 PATTERN i I . OC �� 36/5 PATTERN illEMPIEM 33" COVERAGE 36/4 PATTERN ME III 33/4 PATTERN • } • 36/3 PATTERN 2VLI and 3VLI I . 3C 36" COVERAGE 32" COVERAGE 36/4 PATTERN } • 32/4 PATTERN • 0. 6C 3N LTM 30" COVERAGE 24" COVERAGE 111111.1.111111 =MEI 30/4 PATTERN 24/4 PATTERN DIAPHRAGM SHEAR STRENGTH AND STIFFNESS DESIGN EXAMPLE For roof plan shown, calculate the deflection of diaphragm (Aq_center line). W=250 plf Joist spacing= 5.-0" _ ��111110MaMiNIIIIIIIIIIl•I•I•MIll Deck: 1.5B 22 (WR) in 15'-0" panels (3 span condition) Fasteners: Support—36/3 pattern W/5/8" puddle welds a=48' Sidelap—1 #10 TEK From diaphragm stren strength tables: K1 =0.617, D =2209, and K. = 870 9 e K2 G' = K2 = 870 = 5.98 K/in L=60' - 3.78+0.3DB + 3K1 Span 3.78+ 0.3(2209) + 3(0.617) (5) Span 5 WL2 = 0.250 (60)2 = 0.39 in 8xBxG' 8 (48) (5.98) Strength Check 250 (60) 7500 R=WU2 = = 7500 lbs S = = 156 plf < 224 plf (from page 86) OK 2 48 83 / VULCRAFT (5 1.5 (B, F, A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Factor of safety=2.35 OF DIAPHRAGM SHEAR STRENGTH(PLF) SIDELAP DECK SPAN(FT.-IN.) FASTENERS 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 K1 0 283 246 214 189 169 0.549 1 355 311 276 248 223 202 184 0.414 2 419 371 332 299 273 250 229 210 195 181 169 159 150 0.333 3 475 424 382 347 317 292 270 251 233 217 203 190 180 170 162 0.278 4 524 473 429 391 359 332 308 287 268 252 236 222 210 199 189 0.239 3617 5 566 515 471 432 398 369 343 321 301 283 267 253 240 226 204 0.209 6 602 553 508 469 435 404 377 353 332 313 295 280 252 226 204 0.186 7 633 585 542 503 468 437 409 384 361 341 319 283 252 226 204 0.168 8 659 614 572 534 499 467 439 413 389 363 319 283 252 226 204 0.152 9 682 639 599 562 527 495 466 440 416 363 319 283 252 226 204 0.140 10 701 661 623 587 553 521 492 _ 466 417 _ 363 319 283 252 226 204 0.129 DB=129 Dr=226 DA=356 K2=870 0 250 220 196 175 156 0.659 1 310 276 249 225 206 189 173 0.474 2 358 324 295 269 248 229 213 198 185 172 161 151 143 0.370 3 397 364 334 308 285 265 247 231 211 205 193 183 173 164 155 0.304 4 427 396 368 342 319 298 279 262 247 233 221 209 199 190 181 0.257 36/5 5 452 423 396 371 348 327 307 290 274 260 246 234 223 213 204 0.223 6 471 445 420 396 373 352 333 315 299 284 270 258 246 226 204 0.197 7 486 463 440 417 396 375 356 339 322 307 293 280 252 226 204 0.177 8 499 478 456 435 415 , 395 , 377 359 343 328 314 283 252 226 204 , 0.160 9 509 490 471 451 432 413 395 378 362 347 319 283 252 226 204 0.146 10 518 500 483 464 446 429 412 395 379 363 319 _ 283 252 226 204 0.134 D8=758 DF=886 DA=974 K2=870 0 191 169 150 132 118 0.823 1 248 223 201 183 168 155 141 0.554 2 291 266 244 224 207 192 179 167 157 _ 147 137 129 121 0.417 3 322 299 278 258 241 225 211 198 187 176 167 159 151 143 136 0.334 4 345 325 305 286 269 253 239 226 214 202 192 183 175 167 160 0.279 36/4 5 362 344 326 309 293 277 263 250 237 226 215 206 197 188 181 0.240 6 375 359 343 328 312 298 284 271 259 247 236 226 217 208 200 0.210 7 385 371 357 343 329 315 302 289 277 266 255 245 235 226 204 0.187 8 392 380 368 355 342 ; 329 317 305 293 282 272 262 252 226 204 0.168 9 398 388 377 365 353 342 330 319 308 297 287 277 252 226 204 0.153 10 403 394 384 373 _ 363 352 341 331 _ 320 310 300 283 252 226 204 0.140 DB=1072 DF=1216 DA=1282 K2=870 0 160 143 129 117 105 1.098 1 202 185 171 157 146 136 127 0.665 2 228 214 200 188 176 166 156 147 139 132 126 _ 119 114 0.477 3 245 233 222 210 200 190 180 171 163 156 148 142 136 130 125 0.372 4 255 246 236 227 217 208 199 191 183 175 168 161 155 149 143 0.305 3613 5 263 255 247 239 231 222 214 207 199 192 185 178 172 166 _ 160 0.258 6 268 262 255 248 241 234 226 219 212 205 199 192 186 180 175 0.224 7 272 267 261 255 249 242 236 229 223 217 210 204 198 193 187 0.198 8 275 270 266 260 255 249 244 238 232 226 - 220 215 209 204 , 198 0.177 9 277 273 269 265 260 255 250 245 239 234 229 223 218 213 204 0.160 10 279 275 272 268 _ 264 259 _ 255 250 245 240 236 231 226 221 204 0.146 DB=2209 Dr=2428 DA=2442 K2=870 K7 G'_ ,Kips inch 3.78+ 0.3'Dx +3•K1'SPAN SPAN SPAN is in feet Substitute DB,DF,or DA for Dx 87 FRISKARS OUTDOOR RECREATION McGINNIS & ASSOCIATES JOB • Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive f St.Louis,Missouri 63131-1735 SHEET NO. I (0 OF (314)835-1224 KAV 2/27/2015 • Fax: (314)984-0561 CALCULATED BY DATE DIAPHRAGM ANALYSIS DIAPHRAGM DESCRIPTION: The diaphragm load is caused by loads being applied to either the wall surface or by the mass of the structure. The diaphragm consists of 1.5622 deck, screwed to wide flange joists with#12 screws and side lap connections made with#10 screws. Side lap screws are placed at a maximum of 18". Reference following two pages for additional information. Check the diaphragm strength and calculate the overall stiffness. DUST COVER ANALYSIS: Fastener Pattern 36/3-2 Lateral Load On Dust Cover W= 1003 lbs Diaphrapm Span L= 204 in Beam Spacing Span= 4.23 ft Diaphrapm Stiffness Factors K1 = 0.477 K2= 870 DB= 2209 Diaphrapm Panel Depth B = 11.50 ft Shear Panel Length B1 = 4.23 ft Diaphrapm Reaction R= 502 lbs End Shear S= 118.56 plf Diaphrapm Capacity Capacity= 188.00 plf > 119 plf Diaphrapm Stiffnesss G'= 5.23 k/in Diaphrapm Deflection Delta @ CL= 0.43 in Allowable FRISKARS OUTDOOR RECREATION McGINNIS & ASSOCIATES JOB STARRCO(#40093) 22152 Consulting Engineers Inc. NO 1110 Westmark Drive I� St.Louis,Missouri 631 31-1 735 SHEET NO. I I OF (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE UNIFORM BEAM ANALYSIS - B1 DESCRIPTION VARIABLE VALUE UNITS Modulas of Elasticity E 29,000,000 Psi Minimum Yield Strength Fy min 50000 Psi Interval that the compression flange is braced Lb 12.00 in Overall beam length L beam 138.00 in Dimension that corresponds to tributary width Spacing 50.75 in Live Load Live Load 115 Psf Dead Load Dead Load 10 Psf Total Load supported by the beam W total 6079 Lbs Total Live Load support by beam W live 5593 Lbs Live Load deflection criteria L.L. Defl. 360 Total Load deflection criteria T.L. Defl. 240 Maximum Moment M max. 104870 in*lbs Interval Of Bracing The Compression Flange Lb 1.50 ft 18.00 in Lateral Bracing Parameter 1/rt 18.18 Limiting Value To Use Fb=0.6'Fy (102e3/Fy)^0.5 45.17 Limiting Value To Use AISC F1-6 (510e3/Fy)^0.5 101.00 AISC Allowable Stress Formula AISC F1-6 32.79 Ksi AISC Allowable Stress Formula AISC F1-7 514.25 Ksi AISC Allowable Stress Formula AISC F1-8 68.24 Ksi Allowable Stress If Lb<Lu 0.6* Fy 30.00 Ksi Allowable Stress If Lb<Lc 0.667*Fy 33.33 Ksi Allowable Stress Taking Into Account All Bracing Requirements Fb 33.33 Ksi Minimum Section Modulas acceptable based on bending stress Sx min 3.15 in^3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min (LL) 17.22 in"4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min (TL) 12.48 in"4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above Wide Flange size Section W 8 x 10 Beam's Section Modulas Sxx 7.81 in"3 Beams's Moment of Inertia lxx 30.8() inA4 Min. Distance To Laterally Support Section for Lc Lc @ 50 Ksi 3.40 ft. Min. Distance To Laterally Support Section for Lu Lu @ 50 Ksi 3.70 ft. Lateral Bracing Parameter d/Af 9.77 Radius Of Gyration Of Compression Flange. Plus rt 0.99 1/3 Of Compression Web FRISKARS OUTDOOR RECREATION McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#40093) NO 22152 1110 Westmark Drive r St.Louis,Missouri 63131-1735 SHEET NO. 1 OF a (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE UNIFORM BEAM ANALYSIS -B2 DESCRIPTION VARIABLE VALUE UNITS Modulas of Elasticity E 29,000,000 Psi Minimum Yield Strength Fy min 50000 Psi Interval that the compression flange is braced Lb 12.00 in Overall beam length L beam 108.00 in Dimension that corresponds to tributary width Spacing 24.00 in Live Load Live Load 115 Psf Dead Load Dead Load 10 Psf Total Load supported by the beam W total 2250 Lbs Total Live Load support by beam W live 2070 Lbs Live Load deflection criteria L.L. Defl. 360 Total Load deflection criteria T.L. Defl. 240 Maximum Moment M max. 30375 in*lbs Interval Of Bracing The Compression Flange Lb 1.00 ft 12.00 in Lateral Bracing Parameter I/rt 11.65 Limiting Value To Use Fb=0.6*Fy (102e3/Fy)^0.5 45.17 Limiting Value To Use AISC F1-6 (510e3/Fy)^0.5 101.00 AISC Allowable Stress Formula AISC F1-6 33.11 Ksi AISC Allowable Stress Formula AISC F1-7 1252.45 Ksi AISC Allowable Stress Formula AISC F1-8 143.68 Ksi Allowable Stress If Lb<Lu 0.6*Fy 30.00 Ksi Allowable Stress If Lb<Lc 0.667* Fy 33.33 Ksi Allowable Stress Taking Into Account All Bracing Requirements Fb 33.33 Ksi Minimum Section Modulas acceptable based on bending stress Sx min 0.91 in"3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min(LL) 3.90 inA4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min(TL) 2.83 in"4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Wide Flange size Section W 6 x 9 Beam's Section Modulas Sxx 5.56 in"3 Beams's Moment of Inertia lxx 16.40 in"4 Min. Distance To Laterally Support Section for Lc Lc @ 50 Ksi 3.50 ft. Min. Distance To Laterally Support Section for Lu Lu @ 50 Ksi 1.80 ft. Lateral Bracing Parameter d/Af 6.96 Radius Of Gyration Of Compression Flange. Plus rt 1.03 1/3 Of Compression Web FRISKARS OUTDOOR RECREATION McGINNIS & ASSOCIATES JOB • Consulting Engineers Inc. STARRCO(#40093) 22152 NO. 1110 Westmark Drive D� St.Louis, Missouri 63131-1735 SHEET NO. I I OF a_a_ (314)835-1224 CALCULATED BY KAV DATE 2/27/2015 Fax: (314)984-0561 DOOR HEADER COMPONENT ANALYSIS DESCRIPTION VARIABLE VALUE UNITS Modulas of Elasticity E 29,000,000 Psi Minimum Yield Strength Fy min 46,000 Psi Overall Header Length L beam 74.13 in Dimension That Corresponds To Tributary Width Spacing 25.38 in Live Load Live Load 115 Psf Dead Load Dead Load 10 Psf Total Load supported by the beam W total 1633 Lbs Total Live Load support by beam W live 1502 Lbs Live Load deflection criteria L.L. Defl. 600 .12354 in Total Load deflection criteria T.L. Defl. 540 .137 in Maximum Moment M max. 15128 in*Ibs Allowable Bending Stress Fb 30.00 Ksi Minimum Section Modulas acceptable based on bending stress Sx min 0.50 inA3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min(LL) 2.22 inA4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min(TL) 2.18 inA4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Channel Flange size Section Tu 3x3x3/16 Channel Section Modulas Sxx 1.64 in"3 Channel Moment of Inertia Ixx 2.46 inA4 McGINNIS &ASSOCIATES JOB FRISKARS OUTDOOR RECREATION • Consulting Engineers Inc. STARRCO(#40093) NO. 22152 1110 Westmark Drive St.Louis, Missouri 631 31-1 735 SHEET NO. O OF (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE HEADER ANGLE COMPONENT ANALYSIS - L3-1/2"x2-1/2"x1/4" DESCRIPTION VARIABLE VALUE UNITS Modulas of Elasticity E 29,000,000 Psi Minimum Yield Strength Fy min 36,000 Psi Interval That The Compression Flange Is Braced Lb 12.00 in Overall Header Length L beam 50.75 in Dimension That Corresponds To Tributary Width Spacing 25.38 in Live Load Live Load 115 Psf Dead Load Dead Load 10 Psf Total Load supported by the beam W total 1118 Lbs Total Live Load support by beam W live 1028 Lbs Live Load deflection criteria L.L. Defl. 720 .07049 in Total Load deflection criteria T.L. Defl. 600 .08458 in Maximum Moment M max. 7091 in*Ibs Interval Of Bracing The Compression Flange Lb 1.00 ft 12.00 in Limiting Value To Use Fb=0.6*Fy (102e3/Fy)^0.5 53.23 Limiting Value To Use AISC F1-6 (510e3/Fy)^0.5 119.02 AISC Allowable Stress Formula AISC F1-8 178.57 Ksi Allowable Stress If Lb<Lu 0.6* Fy 21.60 Ksi Allowable Stress If Lb<Lc 0.667* Fy 24.00 Ksi Allowable Stress Taking Into Account All Bracing Requirements Fb 21.60 Ksi Minimum Section Modulas acceptable based on bending stress Sx min 0.33 inA3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min (LL) 0.86 inA4 Minimum Moment Of Inertia based on Total Load deflection criteria lx min(TL) 0.78 inA4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Channel Flange size Section L3 1/2"x2 1/2"x1/4" Channel Section Modulas Sxx 0.76 inA3 Channel Moment of Inertia Ixx 1.80 inA4 Min. Distance To Laterally Support Section for Lc Lc© 36 Ksi 0.00 ft. Min. Distance To Laterally Support Section for Lu Lu @ 36 Ksi 1.80 ft. Lateral Bracing Parameter d/Af 5.60 FRISKARS OUTDOOR RECREATION McGINNIS &ASSOCIATES JOB STARRCO(#40093) 22152 Consulting Engineers Inc. No. 1110 Westmark Drive c1 St.Louis, Missouri 631 31-1 735 SHEET NO. OF c)- , (314)835-1224 KAV 2/27/2015 Fax: (314)984-0561 CALCULATED BY DATE CAPACITY ANALYSIS FOR : 1.5", 22 Gauge, B-Deck (FLOOR APPLICATION) DECKING VARIABLES: L/ 360 lxx= 0.1690 inA4 Fbx= 20,000 psi Sxx= 0.1860 inA3 E = 29500000 psi Wt/Ft.= 1.68 psf SPAN CONDITION: DECKING MUST BE CONTINUOUS OVER A MINIMUM OF TWO (2) SUPPORTS Span ** Span ** Uniform Point Maximum Unif. Load Unif. Load Pt. Load Pt. Load (in) (ft) L.L. Load Load Deflection f(Deflection) f(Stress) f(Deflection) f(Stress) (Psf) (Lbs/Ft) (in) (psf) (psf) (lbs) (Ibs) 50.75 4.23 138 358 0.1410 138 181 358 361 ATTACH @ SIDE WALLS W/#12 TEK SCREWS 18"O.C. 1 1/2"22GA STEEL SIDE LAP FASTENERS SHALL BE #10 "B"DECK OR GREATER FASTENERS 18" O.C. / NOTE: ROOF DECK SHALL BE SECURED FOR LOAD BEARING CONDITIONS OR STEEL DECK SUPPORT, REFER TO ADDITIONAL TO SUPPORTS IN 36/3 PATTERN DETAIL SHEETS. SHOWN, USING #12 x 1 1/4 TEK SCREWS ROOF DECK CONNECTION DETAIL - Required Capacity= 115 Psf Deck Capacity= 138 Psf > 115 Psf ** Deck Capacity Is Adequate McGINNIS & ASSOCIATES JOB FRISKARS_QUTOOQR RECREATION ' Consulting Engineers Inc. STARRCO(#40093) NO 72152 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET No. a 2— OF a`a■ (314)835-1224 CALCULATED BY KAV DATE 2/27/2015 Fax: (314)984-0561 GUARDRAIL VERTICALS: Guardrail consists of 1-1/2"schedule 40 pipe with key clamp connection brackets. Check bending stress in verticals and anchorage to wood over B-deck floor. Pipe Section HSS 1.90 x 0.135 Section Modulas Sxx= 0.309 inA3 Yield Strength of Pipe Fy= 35,000 psi Guardrail Height H guard. = 42 in Required Min. Point Load V point= 200 lbs Required Min. Uniform Load W uniform = 20 lbs/ft Allowable Bending Stress M all. = 9,613 in*lbs (1/3 stress increase) Max. Horiz. Force @ Top Rail V guard. = 229 lbs > 200 lbs *Vertical adequate to resist 200 lbs point load Max. Vertical Spacing S= 96 in *Verticals not to exceed 96" GUARDRAIL BASE CONNECTION: Base plate connection consist of 6"x6"with 4-3/8"diameter bolts. A 6"x6"backer plate is placed under the deck and shimmed with 2"x2"dimensional lumber. Base Plate Size b= 6.000 in Plate Thickness t= 0.500 in Section Modulas S xx= 0.250 in^3 Yield Strength Of Plate Fy= 36,000 psi Applied bending moment(PL) M applied= 7,351 Allowable Moment(PL) M all. = 9,000 in*lbs (1/3 stress increase) Lever Arm On Bolt L= 4.25 in Bolt Load T applied= 2,262 lbs Allowable Load On 3/8"Bolt T allowable= 2,944 lbs (1/3 stress increase) GAL'S PIPE, 1 F ALUM F';: I -i+-71, FITiiI.I , ,l "4 7,�'4' ',IIE;E _ rl I [_, I II- i ih ii 1.