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Plans GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. I OF a=' (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE RECEIVED pI Y 0.8 21111 STRUCTURAL CALCULATIONS TIGARD BUI DfNGDVSK N ,UIWIED Stato Cr, ua t j' i 4:;a Li :ii.d6 tai : acialty Code 0 Concrete and Reinforcing Steel CITY TIGARD Approved JC LYBots Installed in Concrete Conditionally Approved [J ❑ Special Moment-Resisting Concrete Frame See Letter to:Follows.„ [ ] ❑ Reinforcing Steel&Prestressing Steel Tendons Attached W PRE ARED FOR: Pe;lmitNumber:RIPz�x-5-C�a tnictural Welding Ad ess: Z-0c5 NI' ❑ High-Strenght Bolting By: Date: 5 In ❑ Structural Masonry A roved plans STAR CO (#38434) PP P ❑ Reinforced Gypsum Concrete shall be on job site. d ❑ Insulating Concrete Fill ❑ Spray Applied Fire-Resistive Materials OFFICE COPY ❑ Pilings, Drilled Piers and Caissons PROJECT NOME AND LOCATION: ❑ Shotcrete 4 ❑ Special Grading,Excavatio dkgER LE C ENDARY BLADES ❑ Smoke-Control Systems ❑ Other Inspections 1420• SW 72ND • — A ND, OR 97223 s‘,cRUCTUi 'tc(5% P R(,,.?s 1 4"''. 6 161 c.C� :j,irv;rC DATE PREPARED: . ct 72273P E. 17 r° CO May 6, 2013 • '� �- v.' o i<NQ * 4 �llRREli G EXPIRES: McGINNIS & ASSOCIATES JOB GERBER LEGENDARY BLADES Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. ° OF 2S (314)835-1224 5/6/2013 CALCULATED BY KAV DATE Fax: (314)984-0561 Project Name: GERBER LEGENDARY BLADES Lat. = 45.419 Degrees Long. = -122.745 Degrees Project Location: PORTLAND, OR 97223 Distributor: DACO Manufacturer: STARRCO McGinnis File Number: 20722 Project Description: MODULAR OFFICE Office Height: 8.25 Ft 1st Level Design Codes: 2009 IBC 13th Edition Of AISC (ASD)-AISC 360-05 ASCE 7-05 Aluminum Design Manual -ADM1 Existing 12'x16' Dust Cover LL: 0 Psf Existing 12'x16' Dust Cover DL: 6 Psf New 12'x22' Roof Live Load (LL): 125 Psf New 12'x22' Roof Dead Load (DL): 11 Psf Mininimum Concentrated Load Of Dust Covers Subject To Maintenance Worker= 300 Lbs Seismic Factors: Overall Height Of Structure(Ft) hn 8.25 Seismic Use Group Spectral Acceleration-Short Period(%g) Ss 0.945 Spectral Acceleration-1-Second Period(%g) S1 0.338 Site Coefficient(Table 1615.1.2(1)) Fa 1.122 Site Coefficient(Table 1615.1.2(2)) Fv 1.723 Importance Factor le 1.00 Response Modification Coef. (Lt.Framed Walls WI 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 Irreg ula rites NO Site Class(Soil) D Seismic Design Cat. D Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.419 Longitude = -122.745 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1 .0 ,Fv = 1 .0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.945 (Ss, Site Class B) 1 .0 0.338 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.419 Longitude = -122.745 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1 .122 ,Fv = 1.723 Period Sa (sec) (g) 0.2 1.060 (SMs, Site Class D) 1.0 0.583 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.419 Longitude = -122.745 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1 .122 ,Fv = 1.723 Period Sa (sec) (g) 0.2 0.707 (SDs, Site Class D) GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive L�- oZ S • St.Louis, Missouri 63131-1735 SHEET NO. I OF (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE ASCE 7-05 SEISMIC ANALYSIS SECTION I DESCRIPTION EQUATION NO. VARIABLE VALUE UNITS Overall Height Of Structure h, 8 25 Ft Seismic Use Group I Spectral Acceleration-Short Period Per IBC&NEHRP S, 0.945 Spectral Acceleration-1-Second Period Per IBC&NEHRP S, 0.338 Site Coefficient(Table 1615.1.2(1)) IBC Tab. 1613.5.3(1) F. 1.12 Site Coefficient(Table 1615.1.2(2)) IBC Tab. 1613.5.3(2) F, 1.72 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 f) 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&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, 0.10 Spectral Response Accerleration WI 5%Dampening- Short Period ASCE Eq. 11.4-3 S,, 70.6860% %Of Weight Spectral Response Accerleration w1 5%Dampening- 1-Second Period ASCE Eq. 11.4-4 So, 38.8249% %Of Weight Minimum Design Base Shear ASCE Eq.12.8-5 or 12.8-6 Cs m,° 2.6000% %Of Weight Design Base Shear ASCE Eq. 12.8-2 Cs 10.8748% %Of Weight Maximum Design Base Shear ASCE Eq.12.8-3 or 12.8-4 Cs max 61.3517% %Of Weight LRFD Design Base Shear CS design 10.8748% %Of Weight ASD Design Base Shear Adjusted For Allowable Stress Design(Load Factor=0.7) Cs Aso 7.6123% %Of Weight Earthquake Load On An Element Of The Structure ASCE Eq. 12.4.3 E,Asp 9.8960°!, 'Seis Wt. ASCE Eq 12 4-4 E,Asp 9.8960% •Dead Load GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive St.Louis,Missouri 63131-1735 SHEET NO. OF (314)835-1224 KAV 51612013 Fax: (314)984-0561 CALCULATED BY DATE IBC - Starrco Stud Capacities Stud SS 3500 13) SS 3500 R(3)(5) SS 3000(31 SS 3000 R(3)15) SS 2500(3) HSS(41 HSS(4) Height 3"x3"x3/16" 4"x4"x3116" (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(L/r)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 min=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(7) 3500 R(7) 3000(7) 3000 R(7) 2500(7) HSS(8) HSS(8) 3"X3",3116" 4",4"„3116" (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(9) 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" GERBER LEGENDARY BLADES • McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#38434) NO. 20722 1110 Westmark Drive �S St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 5/6/2013 CALCULATED BY KAV DATE Fax: (314)984-0561 Dead Load Calculation: Beam 12.0 plf 50.75"C/C 2.84 psf Beam .0 plf 528." C/C . psf Beam .0 plf 50.75" C/C . psf 1.5B22 1.85 psf Sheathing 2.00 psf Lights and Ceiling Material 2.00 psf Misc. 2.00 psf Total Roof Load 10.7 psf Roof DL- USE 11. 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) = 72. in Maximum Beam Span (Trib. Length) = . in Live Load From Dust Cover= 125. 00 psf Live Load From Dust Cover= . 00 psf Dead Load From Dust Cover= 11. 00 psf Dead Load From Dust Cover= . 00 psf Stud Load = 3451 lbs Stud Load = lbs Stud Type = SS 3500 Stud Type= N/A Reference Stud Capacity Chart= 7390 lbs Reference Stud Capacity Chart= lbs "Stud Capacity Adequate For Required Loading" Estimated Building Weight: Roof Dead Load = 264. ft^2 11. 00 psf 2904 lbs (Building Area) Wall Length = 68. ft 40.00 Of 2720 lbs (Wall Length) Guardrail Length= 68. ft . 00 plf lbs Total Estimated Building Weight= 5,624 lbs Roof Loading = 264. ft^2 125 psf 33,000 lbs Seismic Loads: Load Source Load Effective CS* p Seismic Seis. Wt. Force Seismic Load At Roof Level 2904 lbs 100% 0.0990 287 lbs Seismic Load Of Walls 2720 lbs 50% 0.0990 135 lbs Seismic Load On Live Load 33,000 lbs 25% 0.0990 816 lbs Total Seismic Load To Be Resisted By Shear Panels = 1238 lbs Load On Long Wall Due To 5 psf Interior Partition Pressure = 454 lbs Load On Short Wall Due To 5 psf Interior Partition Pressure= 248 lbs GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. OF °2C (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE Dead Load Calculation: Beam .0 plf 50.75" C/C . psf Beam .0 plf 528." C/C . psf Beam .0 plf 50.75" C/C . psf 1.5822 1.85 psf Sheathing .00 psf Lights and Ceiling Material 2.00 psf Misc. 2.00 psf Total Roof Load 5.8 psf Roof DL - USE 6. 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) = 72. in Maximum Beam Span (Trib. Length) = . in Live Load From Dust Cover= . 00 psf Live Load From Dust Cover= . 00 psf Dead Load From Dust Cover= 6. 00 psf Dead Load From Dust Cover= . 00 psf Stud Load= 152 lbs Stud Load = lbs Stud Type= SS 3000 Stud Type= N/A Reference Stud Capacity Chart= 2950 lbs Reference Stud Capacity Chart= lbs "Stud Capacity Adequate For Required Loading" Estimated Building Weight: Roof Dead Load= 192. ft^2 6. 00 psf 1152 lbs (Building Area) Wall Length = 44. ft 40.00 plf 1760 lbs (Wall Length) Guardrail Length = 68. ft . 00 plf lbs Total Estimated Building Weight= 2,912 lbs Roof Loading= 192. ft^2 psf lbs Seismic Loads: Load Source Load Effective CS " p Seismic Seis. Wt. Force Seismic Load At Roof Level 1152 lbs 100% 0.0990 114 lbs - Seismic Load Of Walls 1760 lbs 50% 0.0990 87 lbs Seismic Load On Live Load lbs 25% 0.0990 lbs Total Seismic Load To Be Resisted By Shear Panels = 201 lbs Load On Long Wall Due To 5 psf Interior Partition Pressure= 330 lbs Load On Short Wall Due To 5 psf Interior Partition Pressure= 248 lbs GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive g S- ' St.Louis, Missouri 63131-1735 SHEET NO OF (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE 141-3c, L8S (13. LAZSf/,90 22.nr�' _ Lr n2Art. Le N-0 A-u/SiS ' 1 f b 1s LAS I< – 15,L,O.S' --- >1.= "90 24,35)5 —1 11-10 cps (�.L>o )/I2 =790!d5 14st, LAS I P fs to-D 1431a LZ.4, 575+1,900) 0_3A Leis , �• i D 38.D0' T9 2 Lets I23�L6S ZDI LIS 1 1 -790 L6S I I - ,, 33o LAS/2 ll a —�.. III-O's -- '5I — — ?) D )('51,65 , 3 0–Li r C-1\WD?- Or L r14,01.1)/iii OF C6ngainiOL 4aCt-S = (I Zs uS(27,o) 4-2o/Leis (°.d ) (12 3 S 1.6S e 2o, if3s = 2_4,3 575 1 L«� ri1c ,nr = a,osi3�,0�J = 1, 7D GERBER LEGENDARY BLADES - McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive 9 St.Louis, Missouri 63131-1735 SHEET NO. OF ,15" (314) 835-1224 5/6/2013 CALCULATED BY KAV DATE 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) Fern 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/ls Rt 2.000 k1 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 lllm Z4 414 lbs Yield Mode 11 is Z5 202 lbs GERBER LEGENDARY BLADES - - McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. 0 OF (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE 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 Ful 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 GERBER LEGENDARY BLADES McGINNIS &ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive St.Louis, Missouri 63131-1735 SHEET NO. OF d-7 (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE SHEAR PANEL DESCRIPTION: Shear panel construction consists of 1/2"gypsum panels with 1/2"plywood laminated with polystyrene a core. Overall depth of panel is 3". Overall depth consists of 1"for gypsum, 1/2"of plywood and 1-1/2"polystyrene core. #12 screws are placed through the stud leg that contain the laminated panel. The screws fully penetrate the wood core 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 m,n= 0.157 in Plastic Section Modulas(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= 1.70 Allowable Shear/Screw Vscrew= 38 lbs * This value is to be used to determine screw spacing 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= 12.00 ft Total Shear On Building V total= 1,436 lbs Shear On Panel Group V group= 1,015 lbs (Includes 5%for accidental Shear Per Foot v group= 84.6 lbs/ft torsion) Shear Panel Height H= 8.00 ft Total Screw Shear(Vertical) V yen screws= 676.6667 lbs Number Of Screws n= 18 Screw Spacing s= 5.052632 in Available Shear(Vertical) V ven screws= 683 lbs > 677 lbs *Vertical Shear Okay Available Shear(Horizontal) V horz srews= 90 lbs > 85 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 @ 4.20 psf W rd,= 0 lbs Shear Panel Length Ls= 12.00 ft Shear Wall Height H = 8.00 ft Wall DL 0.6-(5)@ 3.0 psf W= 288 lbs DL Resisting Moment ROTM= 1728 ft*lbs Overturning Moment OTM= 8120 ft*Ibs Required Hold Down Force f= 533 lbs Anchor Embedment D embed = 3.25 in Concrete Yield Strength fc= 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.Aso= 2500 Anchor T allow (ESR-1917) P,= 2500 lbs > 533 lbs Interaction Equation=T/T allow+V/V allow= 0.384 < 1.20 *Anchor Hold Down Okay McGINNIS & ASSOCIATES JOB GERBER LEGENDARY BLADES Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive �c - St.Louis, Missouri 63131-1735 SHEET NO. I -' OF (314)835-1224 KAV 5/6/2013 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 > 533 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 Strength' Nominal Embedment Anchor Depth her fc=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 - 31/4 2,282 2,312 2,500 2,533 2,886 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 3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 3/4 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 For SI:1 Ibf=4.45 N, 1 psi=0.00689 MPa For pound-inch units: 1 mm=0.03937 inches 1Values are for single anchors with no edge distance or spacing reduction.For other cases,calculation of Rd as per ACI 318-05 and conversion to ASD in accordance with Section 4.2.1 Eq.(5)is required. 2Values are for normal weight concrete.For sand-lightweight concrete,multiply values by 0.60. 'Condition B applies where supplementary reinforcement in conformance with ACI 31B-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 For SI: 1 lbf=4.45 N 'Values are for single anchors with no edge distance or • spacing reduction due to concrete failure. GERBER LEGENDARY BLADES McGINNIS &ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive I as St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE SHEAR PANEL DESCRIPTION: Shear panel construction consists of 1/2"gypsum panels with 1/2"plywood laminated with polystyrene a core. Overall depth of panel is 3". Overall depth consists of 1"for gypsum, 1/2"of plywood and 1-1/2"polystyrene core. #12 screws are placed through the stud leg that contain the laminated panel. The screws fully penetrate the wood core. 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 m,r,= 0.157 in Plastic Section Modulas(d3/6) Z= 0.000645 inA3 Screw Yield Strength Fy= 50,000 psi Ultimate Bending Momemt M„= 32.25 in*Ibs Unsupported Screw Length L= 0.50 in Factor Of Safety FS = 1.70 Allowable Shear/Screw Vscrew= 38 lbs * This value is to be used to determine screw spacing 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= 330 lbs Shear On Panel Group V group= 165 lbs Shear Per Foot v group= 39.0 lbs/ft Shear Panel Height H = 8.00 ft Total Screw Shear(Vertical) V vert.screws= 312.0567 lbs Number Of Screws n = 9 Screw Spacing s= 9.6 in Available Shear(Vertical) V earl.screws= 341 lbs > 312 lbs *Vertical Shear Okay Available Shear(Horizontal) V horn.srews= 47 lbs > 39 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 @ 4.20 psf W rd,= 0 lbs Shear Panel Length Ls= 4.23 ft Shear Wall Height H = 8.00 ft • Wall DL 06•(5)@ 3.0 psf W= 102 lbs DL Resisting Moment ROTM = 215 ft*Ibs Overturning Moment OTM = 1320 ft*Ibs Required Hold Down Force f= 261 lbs Anchor Embedment D embed = 3.25 in Concrete Yield Strength fc= 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.,ASD= 2974 *0.2= 594.8 Allowable Anchor Tension T allow.Aso= 2500 Anchor T allow. (ESR-1917) Pt= 2500 lbs > 261 lbs Interaction Equation = T/T allow+V/V allow- 0.132 < 1.20 *Anchor Hold Down Okay McGINNIS & ASSOCIATES JOB GERBER LEGENDARY BLADES Consulting Engineers Inc. STARRCO(#38434) NO. 20722 1110 Westmark Drive / " St.Louis, Missouri 63131-1735 SHEET NO. OF °Z J (314)835-1224 KAV 5/6/2013 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 > 261 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 Nominal Embedment Concrete Compressive Strength' Anchor Depth hQ, fc=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 1/2 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 31/4 2,282 2,312 2,500 2,533 2,886 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 3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 3/4 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 For SI: 1 lbf=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 Rd as per ACI 318-05 and conversion to ASD in accordance with Section 4.2.1 Eq.(5)is required. 'Values 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 For SI: 1 lbf=4.45 N 'Values are for single anchors with no edge distance or • spacing reduction due to concrete failure. GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive K St.Louis, Missouri 631 31-1 735 SHEET NO. I° OF (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE SHEAR PANEL DESCRIPTION: Shear panel construction consists of 1/2"gypsum panels with 1/2" plywood laminated with polystyrene a core. Overall depth of panel is 3". Overall depth consists of 1"for gypsum, 1/2"of plywood and 1-1/2"polystyrene core. #12 screws are placed through the stud leg that contain the laminated panel. The screws fully penetrate the wood core. 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 m;r,= 0.157 in Plastic Section Modulas(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 = 1.70 Allowable Shear/Screw Vscrew= 38 lbs * This value is to be used to determine screw spacing 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= 8.46 ft Total Shear On Building V total= 1,436 lbs Shear On Panel Group V group= 790 lbs Shear Per Foot v group= 93.4 lbs/ft Shear Panel Height H = 8.00 ft Total Screw Shear(Vertical) V vent screws= 747.0449 lbs Number Of Screws n = 20 Screw Spacing s= 4.571429 in Available Shear(Vertical) V vent screws= 759 lbs > 747 lbs *Vertical Shear Okay Available Shear(Horizontal) V hors srews= 100 lbs > 93 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 @ 4.20 psf W rd,= 0 lbs Shear Panel Length Ls= 8.46 ft Shear Wall Height H = 8.00 ft Wall DL 06•(5)@ 3.0 psf W= 203 lbs DL Resisting Moment ROTM = 859 ft*lbs Overturning Moment OTM = 6320 ft`Ibs Required Hold Down Force f= 646 lbs Anchor Embedment D embed = 3.25 in Concrete Yield Strength fc= 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 > 646 lbs Interaction Equation =T/T allow+V/V allow- 0.391 < 1.20 *Anchor Hold Down Okay • • McGINNIS & ASSOCIATES JOB GERBER LEGENDARY BLADES Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive 1 ^ C - St.Louis, Missouri 63131-1735 SHEET NO. l (P OF ov (314)835-1224 KAV 5/6/2013 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 > 646 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)''''3 Nominal Embedment Concrete Compressive Strength' Anchor Depth m fc=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 31/4 2,282 2,312 2,500 2,533 2,886 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 3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 3/4 - 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 For Sl: 1 lbf=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 Rd as per ACI 318-05 and conversion to ASD in accordance with Section 4,2.1 Eq.(5) is required. 'Values are for normal weight concrete,For sand-lightweight concrete,multiply values by 0.60. 'Condition B applies where supplementary reinforcement in conformance with ACI 31B-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 For SI: 1 Ibf=4.45 N 'Values are for single anchors with no edge distance or • spacing reduction due to concrete failure. GERBER LEGENDARY BLADES McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#38434) NO. 20722 1110 Westmark Drive a5i St.Louis, Missouri 63131-1735 SHEET NO. q OF (314) 835-1224 KAV 5/6/2013 Fax: (314) 984-0561 CALCULATED BY _ DATE 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*Ibs 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 'nibs 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 V 1 1/2 (1.90 O.D.) GALV PIPE, TYP ALUM. PIPE FITTING 4" 3/4' SUBFLOOR 1 1/2" DECK nzerzAirikroim FAMINIVAIRIM 111 _111 GERBER LEGENDARY BLADES • McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO(#38434) NO 20722 1110 Westmark Drive I Q a5 - St.Louis, Missouri 63131-1735 SHEET NO. OF (314)835-1224 KAV 5/6/2013 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 144.00 in Dimension that corresponds to tributary width Spacing 50.75 in Live Load Live Load 125 Psf Dead Load Dead Load 11 Psf Total Load supported by the beam W total 6902 Lbs Total Live Load support by beam W live 6344 Lbs Live Load deflection criteria L.L. Defl. 360 Total Load deflection criteria T.L. Defl. 240 Maximum Moment M max. 124236 nibs Interval Of Bracing The Compression Flange Lb 1.50 ft 18.00 in Lateral Bracing Parameter I/rt 17.14 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 32.85 Ksi AISC Allowable Stress Formula AISC F1-7 578.47 Ksi AISC Allowable Stress Formula AISC F1-8 123.92 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 3.73 in^3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min(LL) 21.26 in^4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min(TL) 15.42 in^4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above Wide Flange size Section W 6 x 12 Beam's Section Modulas Sxx 7.31 in^3 Beams's Moment of Inertia lxx 22.10 in^4 Min. Distance To Laterally Support Section for Lc Lc @ 50 Ksi 3.60 ft. Min. Distance To Laterally Support Section for Lu Lu @ 50 Ksi 6.20 ft. Lateral Bracing Parameter d/Af 5.33 Radius Of Gyration Of Compression Flange. Plus rt 1.05 1/3 Of Compression Web GERBER LEGENDARY BLADES ' McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO 1110 Westmark Drive (� �s ' St.Louis, Missouri 63131-1735 SHEET NO. 1 1 OF (314) 835-1224 KAV 5/6/2013 Fax: (314) 984-0561 CALCULATED BY DATE HEADER ANGLE COMPONENT ANALYSIS - L3-1/2"x2-112"x114" 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 125 Psf Dead Load Dead Load 11 Psf Total Load supported by the beam W total 1216 Lbs Total Live Load support by beam W live 1118 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. 7716 in*lbs 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 0.36 inA3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min (LL) 0.93 in^4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min (TL) 0.84 in^4 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 lxx 1.80 in^4 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 GERBER LEGENDARY BLADES • • McGINNIS & ASSOCIATES JOB STARRCO(#38434) 1uiz2 Consulting Engineers Inc. NO. 1110 Westmark Drive St.Louis,Missouri 63131-1735 SHEET NO. a O OF <9..5.- (314)835-1224 KAV 5/6/2013 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 in^3 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) (Ibs) (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 TO SUPPORTS IN 36/3 PATTERN DECK SUPPORT, REFER TO ADDITIONAL DETAIL SHEETS. SHOWN, USING #12 x 1 1/4 TEK SCREWS ROOF DECK CONNECTION DETAIL Required Capacity= 125 Psf Deck Capacity= 138 Psf > 125 Psf - ** Deck Capacity Is Adequate GERBER LEGENDARY BLADES ' McGINNIS &ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive �� St.Louis, Missouri 63131-1735 SHEET NO. KAV all OF 5/6/2013 (314)835-1224 Fax: (314)984-0561 CALCULATED BY DATE CAPACITY ANALYSIS FOR : 1.5", 22 Gauge, B-Deck (Csi ESR-1169) (DUST COVER APPLICATION) DECKING VARIABLES: L/ 180 lxx = 0.1610 inA4 Fbx = 20,000 psi Sxx = 0.1820 inA3 E= 29500000 psi Wt/Ft.= 1.68 psf SPAN CONDITION: DECKING ASSUMED TO SPAN FROM SUPPORT TO SUPPORT (Simple Supported) 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) (Ibs) (Ibs) 138.00 11.50 9 50 0.7667 9 18 50 106 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 TO SUPPORTS IN 36/3 PATTERN DECK SUPPORT, REFER TO ADDITIONAL DETAIL SHEETS. SHOWN, USING #12 x 1 1/4 TEK SCREWS ROOF DECK CONNECTION DETAIL Required Uniform Capacity (LL) = Psf Required Uniform Capacity (DL) = 6 Psf Required Point Load Capacity= 300 Lbs Deck Capacity (f(LL Defl. Limitation)) = 9 Psf > Psf Deck Capacity (Stress) = 18 Psf > 6 Psf Deck Capacity (L/xxx)= 317 Lbs > 300 Lbs ** Deck Capacity Is Adequate GERBER LEGENDARY BLADES • ` McGINNIS &ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive g-a,St.Louis, Missouri 63131-1735 SHEET NO. KAV D.-a, OF 5/6/2013 (314)835-1224 Fax: (314) 984-0561 CALCULATED BY DATE STAIR STRINGER COMPONENT ANALYSIS - ST1 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 13.06 in Overall Stringer Length L beam 185.00 in Horizonal Projection Of Stairs L horiz. 156.50 in Dimension That Corresponds To Tributary Width Spacing 18.00 in Live Load Live Load 100 Psf Dead Load Dead Load 30 Psf Total Load supported by the beam W total 2543 Lbs Total Live Load support by beam W live 1956 Lbs Live Load deflection criteria L.L. Defl. 360 Total Load deflection criteria T.L. Defl. 240 Maximum Moment M max. 58810 in*Ibs Interval Of Bracing The Compression Flange Lb 1.09 ft 13.06 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 35.47 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 2.72 in^3 Minimum Moment Of Inertia based on Live Load deflection criteria lx min (LL) 10.82 inA4 Minimum Moment Of Inertia based on Total Load deflection criteria lx min (TL) 9.38 inA4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Channel Flange size Section MC 12 x 10.6 Channel Section Modulas Sxx 9.23 inA3 • Channel Moment of Inertia lxx 55.40 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 I.8(I ft. Lateral Bracing Parameter d/Af 25.90 GERBER LEGENDARY BLADES • - McGINNIS &ASSOCIATES JOB s I ARRCO(#$64s4) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive 5� St.Louis, Missouri 63131-1735 SHEET NO. °Z3 OF 0.5— (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE PERIMETER LANDING CHANNEL - ST2 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 13.06 in Center-to-center Column Supports L beam 48.00 in 1/2 Landing Depth L horiz. 24.00 in Overall Landing Length Spacing 48.00 in Live Load Live Load 100 Psf Dead Load Dead Load 30 Psf Total Load supported by the beam W total 1040 Lbs Total Live Load support by beam W live 800 Lbs • Live Load deflection criteria L.L. Dell. 360 Total Load deflection criteria T.L. Defl. 240 - Maximum Moment M max. 6240 in*lbs Interval Of Bracing The Compression Flange Lb 1.09 ft 13.06 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 F1-8 102.87 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 0.29 inA3 Minimum Moment Of Inertia based on Live Load deflection criteria lx min(LL) 0.30 in^4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min(TL) 0.26 in^4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Channel Flange size Section C 5 x 6.7 Channel Section Modulas Sxx 3.00 in^3 Channel Moment of Inertia lxx 7.49 in^4 Min. Distance To Laterally Support Section for Lc Lc @ 36 Ksi 0.0() ft. Min. Distance To Laterally Support Section for Lu Lu @ 36 Ksi 1.80 ft. Lateral Bracing Parameter d/Af 8.93 GERBER LEGENDARY BLADES • - McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive - St.Louis, Missouri 63131-1735 SHEET NO. ( .(4- Of °2S (314)835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE LANDING ANGLE COMPONENT ANALYSIS - ST2 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 45.00 in Dimension That Corresponds To Tributary Width Spacing 16.00 in Live Load Live Load 100 Psf Dead Load Dead Load 10 Psf Total Load supported by the beam W total 550 Lbs Total Live Load support by beam W live 500 Lbs Live Load deflection criteria L.L. Defl. 360 .125 in Total Load deflection criteria T.L. Defl. 240 .1875 in Maximum Moment M max. 3094 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 38.61 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 0.14 inA3 Minimum Moment Of Inertia based on Live Load deflection criteria Ix min (LL) 0.16 inA4 Minimum Moment Of Inertia based on Total Load deflection criteria Ix min (TL) 0.12 inA4 SUMMARY OF BEAM ANALYSIS: The following section satisfies the above requirements Channel Flange size Section 1,2 I/2"x3 1/2x1/4" Channel Section Modulas Sxx 0.76 in^3 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 1.8() ft. Lateral Bracing Parameter d/Af 25.90 GERBER LEGENDARY BLADES • - McGINNIS & ASSOCIATES JOB STARRCO(#38434) 20722 Consulting Engineers Inc. NO. 1110 Westmark Drive - St.Louis, Missouri 63131-1735 SHEET NO. OF (314) 835-1224 KAV 5/6/2013 Fax: (314)984-0561 CALCULATED BY DATE COLUMN ANALYSIS DESCRIPTION VARIABLE VALUE UNITS COLUMN SECTION DETAILS Square Tube Size Tu 3x3x3/16 End Area Of Tube A 1.89 InA2 Moment Of Inertia I 2.46 In^4 Section Modulus S 1.64 In^3 Radius Of Gyration R 1.14 In Plastic Section Modulas Z 3 In"3 Column Steel Grade Steel 500-Grade B Minimum Yield Strength Of Tube Steel F y 46.00 Ksi Cc 111.6 BASIC LOADING INFORMATION Column Unbraced Length L 93.875 Inches Effective Length Factor K 1.000 Uniform Live Loading W live 100.00 Psf Uniform Dead Loading W dead 30.00 Psf Ratio Of Dead Load To Live Load % DL/TL 23.08% cyo LOAD COMBINATION 1 -Max. P t, Min. P e, Lateral Load Source-Static Total Axial Load P total 1.80 Kips Live Load Portion Of Axial Load P live 1.38 Kips Dead Load Portion Of Axial Load P dead 0.42 Kips Amount Of Load That Is Applied Eccentrically P e 1.80 Kips Static Eccentric Loading: e 1.50 In Resulting Column Bending Moment From Eccentric Loading M e 2.70 Kip*In Notational Lateral Load V static 2.0% % Of P total Resulting Bending Moment From Notational Lateral Load M v 3.38 In*Kip STRESS CALCULATIONS Required Axial Compressive Strength P r 1.80 Kips Required Flexural Strength M r 6.08 Kip*In Effective Column Buckling Length Kl/r 82.35 Fcr/(Safety Factor for Compression= 1.67)Table 4-22 82.00 17.50 Ksi Fcr/(Safety Factor for Compression= 1.67) Interpolated 82.35 17.43 Ksi Fcr/(Safety Factor for Compression = 1.67) Table 4-22 83.00 17.30 Ksi Allowable Axial Compression Strength Pc 32.9 Kips Nominal Flexural Strength Mn 138 In*Kip Allowable Flexural Strength (Factor of Safety= 1.67) Mc 82.63 In*Kip Utilization Limit Pr/Pc 5.46% Equation H1-la n/a Equation H1-lb 0.101 Applied Axial Stress fa 0.95 Ksi Applied Bending Stress fbx 3.71 Ksi AISC RESULTS- 13th Edition -ASD EQ. H1-la n/a EQ. H1-lb 0.10 < 1.000 **The column is adequate for the fully loaded, static configuration. I FOR STUD SPACING REFERENCE, FLOOR TRACK SPLICES COINCIDE WITH STUD CENTERLINES. Revisions IMPORTANT: WALL PANELS INSERT INTO RECEIVED 15escNo RECEIVED .� Dc O./19/2013 . VERTICAL EXTRUSIONS 3/4" - TYPICAL. rip ion .?'.`[.2 WINDOWS;RELOCATE STAIRWA1 - MAY 0 8 2013 No.! loot.l bsscrip ion CITY or TIGARD No. lion BUILDING DIVISION �serfplion AIL AID.I ��VV.:w.A:w'J••••::VV.::'4.1.1.i il ,: A∎iii�'y No. Dot• bncrIptIon QD 4D + 4D Mk 1 NI17 I i:: ,,, f � � ' . i . LANDING FRAME '>L \ \ \ \' , :., 0 0 < �g 1.5 622 i 1.5 822 , Na 1 iiiiiiiiiiiiiiii ,. M ! M ROOF DECK M n 1 n ROOF DECK g n � • l • • •O O O 1 * EXISTING STARRCO MODULAR OFFICE „,.„ 4 A.• ; E !i o E o o 0 ' 031804 (ENG. JOB #11685) REQUIRES r,26 re I' 2 EA. 12 TEKS p m° • • • m° * 6 EACH NEW SHEAR PANELS AS INDICATED. * _ r I w THRU END PLATES z _ .. .. �j • IN LANDING FRAME ; m 1 w i m m CD N I >i"n INTO MODULAR OFFICE " ! J R W n n�.dt TOP TRACK (TYP 2PL). N N i N_ _a a a_ I s I ^p K % 1 [K c x x ,• 7Cpn�L (REFER TO DRAWING ST2, VIEW "B—B" 1 11 3 3 3 3 3 ,^n FOR LANDING CONNECTION PLATE DETAIL) $ �' EXISTING C iv,,, —.17\C SECTION "A—A" o ! ! := C.B. BOX ' 1' * STAIRWAY ATTACHMENT DETAIL R �. Cdr) I A ∎11.17 ,I; it ,.. , WINDOW WINDOW w i r� 0 HVAC 0 -- C!D ELY ,cRUC.TOR'Iie, w _ _ 9,10 PROfie ,-� CODE BLOCK: " I 1 I c1( A46INE�� 6i° c2Q 1. DESIGN CODES: 22 -O 16.-0" , I,. , /,• 44,4 0. 2009 IBC \ b. ASCE 7-05 C. ALUMINUM DESIGN MANUAL - ADM1 - �..,I �� d. RISC 360-05 -13TH EDITION OF AISC-ASD ,� ✓ 2. UNIFORM LOADING: - 38'-0 �J, D. LIVE LOAD (EL. +8'-3")- 125 PSF (12'x22') RI. b. DEAD LOAD (EL. +8'-3")• 11 PSF (12•x22') ,�j,OgEGt� ���� U 7 C. LIVE LOAD (EL. +8'-2 1/4'= 0 PSF (12•x16' EXISTING NONLOAD-BEARING) 0 d. DEAD LOAD (EL. +8'-2 1/4')• 6 PSF (12'x16• EXISTING NONLOAD-BEARING) `./� AG�Q U w 3. OCCUMPORTANCE FACTOR ((i)tE ROOM BEING PLACED 4. SEISMIC FACTORS: ",iRREN AG i 0.b. MAPPED SPECTRAL RESPONSE ACCELERATION ,,/ i. Ss - 0.945 w i.S1 = 0.338 w c. SPECTRAL RESPONSE COEFFICIENTS 4 < r:c) iisoS-0388 EXPIRES: d. SITE CLASS - D E w e. SEISMIC DESIGN CATEGORY - C iup g r,� I. BASIC SEISMIC-FORCE-RESISTING SYSTEM - SHEAR PANELS REINFORCED o `J WITH WOOD SHEATHING RATED FOR SHEAR (PANEL STRUCTURAL GRADE 1) GENERAL NOTES: c.) 9. RESPONSE MODIFICATION FACTORS (R) - 6.5 1. PROJECT LOCATION: GERBER LEGENDARY BLADES Drawing Title h. ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE 14200 SW72ND AVENUE The seal(s)and signature(s)apply only to the documents to I. SEISMIC RESPONSE COEFFICIENTS (CS) = 0.109 PORTLAND, OR 97223 which they are affixed,and expressly disclaim any, WALL PANEL LAYOUT j, DESIGN SEISMIC BASE SHEAR 2. WALL SYSTEM: STARRSPACE 553500-DL responsibility for all other plans,specifications,estimates, reports or other documents or instruments relating to or Job No.: 38434 1,436 LBS (ASO) 3. PANEL COLOR: KHAKI II. 2.052 LBS (LRFD) rounded to be used for any part or pans of the is seal to co Chseksd 5. INTERIOR WALL PRESSURES (SECTION 1607.13) 4. EXTRUSION COLOR: KHAKI or engineering project. It is not the mtent of this sea][o cover B1" o. BASE SHEAR (PLAN NORTH-SOUTH) - 784 LBS 5. SYSTEM HEIGHT: 8' any part of the electrical or mechanical elements of this project. Drown Br n.n b. BASE SHEAR (PLAN EAST-WEST) - 248 LBS 6. ROOF LIVE LOAD/ROOF 6. ALUMINUM EXTRUSIONS ARE 6063-T6 ALLOY. MCGINNIS 1110 Westmark Drive 7. ROOF DECK DESIGNED FOR 125 P.S.F. LOAD BEARING. Mate: 04/17/2013 SNOW LOAD/MnND LOADING/SNOW LOADING N/A 7. SPECIAL INSPECTION: /1221" SM SCREW AROUND ENTIRE / 2x1" SM SCREW AROUND ENTIRE Saint Louis,MO 63131 o. EXPANSION ANCHORS - HILTI ESR-1917 PERIMETER, INTO PLYWOOD BACKED PERIMETER, INTO PLYWOOD BACKED 8. 'eT•l'eri"iii - DENOTES SHEAR PANEL LOCATION Scale N.T.S. b. SHEAR PANEL SCREW PLACEMENT 9. SHEAR PANEL CONSISTS OF 1/2" PLYWOOD IN CORE &ASSOCIATES 314-835-1224 SIDE OF PANEL. (SCREWS MUST SIDE OF PANEL. (SCREWS MUST Shine No. PENETRATE INTO PLYWOOD) PENETRATE INTO PLYWOOD) BEHIND THE 1/2" GYPSUM ON THE SIDE OF THE STRUCTURAL ENGINEERS mcginnisstnictural.com SHEAR PANEL DETAIL 0 WINDOW PANEL THAT THE SCREWS ARE TO BE PLACED. PROFESSIONALLY LICENSED IN ALL 50 STATES Al SHEAR PANEL DETAIL A X McGINNIS PROTECT No.: 20722 ■ 1 Revisions Nol Date 04/19/-013 bescrip Ion ADD 2 WINDOWS;RELOCATE STAIRWAY • No.I I Dots I Ilescrip ion No. Dote b.acrip}ion tad Id ty -rt '1 __H H _ H No. 1 Dote J bescriplion — 0 C o} Oh r >.7,n0 — — — I ;,�:0 �Y I e 1 (.24 _1?? i p4 &�b o I �N— Eo W W� 0 C. h. _X X , -• • II \- - -_ - - --- _ ._ — - — Wlnn\ �= I �_� ,-zin'g = = - pOp=„h., . : I E--- O M =v~' A 1 . V J r i cT� W l&A . ,cR1�f CTUR ;l 1 11 t� I ���� PROpS = IOAG1 NE R_.s/0�'-v SEISMIC GRID ACOUSTICAL CEILING BRACING INSTRUCTIONS ' C 73PE _► ^� 1) ALL TIE WIRE BRACING IS TO BE ATTACHED TO THE MAIN RUNNER AT A MAXIMUM OF 45 TO '. % ' - Q 1/2" EMT, THIN WALL CONDUIT THE PLANE OF THE CEILING. �` 4 rwr� 0 12' O.C. 2) ALL BRACING WIRES TO BE TAUT AND TIED BOTH ENDS WITH A MINIMUM OF THREE (3) TURNS. , — op O' O v - FLATTEN EACH END & SCREW W/110 SCREWS VII ',�.0R� `- q, W INTO GRID & #10 SCREW INTO DECK. MAXIMUM 3) SPLAY WIRES MUST BEGIN WITHIN 12'-0' OF EACH WALL. Coq 1�\O • Cis)TUBE LENGTH IS 24' 4) EVERY CROSS TEE AND/OR MAIN RUNNER RUNNING INTO A WALL MUST HAVE AN INDEPENDENT (/�/�R �� G� w 12 GA. WIRE WITHIN B' OF THAT WALL. 12 GA. SPLAYED TIE WIRE BRACING AT 12.-0' O.C. AT AN ANGLE OF 5) LIGHTING FIXTURES REQUIRE (2) 12 GA. SPLAY WIRES CONNECTED FROM THE FIXTURE HOUSING (Z4 TO THE STRUCTURE ABOVE. E w 45 MAXIMUM EXPIRES: 01. 6) THE INSTRUCTIONS ABOVE CONFORM TO ASTM E-580 STANDARDS. f� d U e 1 7) INDEPENDENT CEILINGS OFF 144 sq. ft. OR LESS, DO NOT REQUIRE SEISMIC BRACING CONNECTIONS Drawing Tito 1 2 WHEN PERIMETER WALLS ARE CONNECTED TO STRUCTURE ABOVE. The seal(s)and signature(s)s apply 1 only to the documents to . ��' '� \ 1[ which they are affixed,and expressly disclaim any• CEILING GRID LAYOUT _`�� $ responsibility for all other plans,specifications,estimates, reports or other documents or instruments relating to or Job No.: 3834 intended to be used for any pan or parts of the architectural `� " or engineering project. It is not the intent of this sea]to cover Checked By: any part of the electrical or mechanical elements of this project. .1,HP411141111046.• 1... i ""�R Drown By: n.n. '" �" �'∎5-- McGINNIS 1110 Louis, 0631 a 04,17,2013 CROSS TEE "R ' Saint Louis,MO 63131 Scal.. N.T.S. MAIN RUNNER &ASSOCIATES 314-835-1224 sh..t Mc. STRUCTURAL ENGINEERS mcginnisstructural.com PROFESSIONALLY LICENSED IN ALL 50 STATES A2 McGINNIS PROJECT No.: 20722 /1\\R Revisions No. Do1.I 0:./19/201?. D.scriplion ADD 2 WINDOWS,RELOCATE STAIRWAI No.1 !Dale' bsscrip ion 24" 48" 48" 48" 48" 24" 24" No. Dot., D.scrip ion No Dot.l � � � _; -- p.scripiion v N -D] [d o Cu 0 n n W U i Mr o V n N�p rf,=O B —•.• EXISTING STARRCO MODULAR OFFICE p4 <�$•• Q] : #31804 (ENG. JOB #11685) 2°° t jv1^ E0 Li:: P4 W ' B gnnt v 4!ti. moo^r ``zn� m] ♦ E= '� . V 1 N i i/ 7 • t— AM W �,\RUCTRURq� d I)t II II 1I■ , ,(�`�� P�' p��os/ 53 1/2" 46 1/2" ��G� EER Oy "'4 72" 29 — / 63" 7 73PE 9f • 401111" 12) • TEE FITTING , C'TO ■Im 0 'OREG c•I�y°y° 0 ;� 01.90 SCH 40 GALV CROSS 01.90 SCH 40 GALV ` /A, G U STEEL TUBE — TYP. FITTING\ STEEL TUBE — TYP. rifq RRE% P4 c de milm■n••• w 4 ALUM. PIPE CROSS EXPIRES: ID W N FITTING FITTING a QQ .� ��� d U ID Drawing Tits. C. 4" 3/4" SUBFLOOR 6x6x 1/2 STL 3x4 ANGLE The seal(s)and signature(s)apply only to the documents to KICK PLATE which they are affixed,and expressly disclaim any, HANDRAIL LAYOUT BASE PLATE responsibility for all other plans,specifications,estimates, 1 1/2"/2" DECK reports or other documents or instruments relating to or Job No.: 38�3� intended to be used for any pan or pans of the architectural or engineering project. It is not the intent of this seal to cover Chscksd By %III i s 661 any part of the electrical or mechanical elements of this project. Drown By: a.r. 1 1/2" WOOD SHIM McGINNIS S 1110 outs, rkD6rive pot.; 04/17/2013 6x6x 1/4 STL AS NECESSARY aint Louis,MO 63131 Scot.: BACK—UP PLATE &ASSOCIATES 314-835-1224 N.T.S. 4x 03/8" BOLTS Shawl' No. STRUCTURAL ENGINEERS mcginnisstructural.com SECTION A-A SECTION B-B PROFESSIONALLY LICENSED IN ALL 50 STATES A3 McGINNIS PROJECT No.: 20722 /\ Revisions No 1Dotel bUi19i201J Boscrip lon ALL.2 WINDOWS;RELOCATE STAIRWA, • No. �DoieI bescrip ion No. Dols l Descrip ion No. Dole D.scrip ion —42"H 3—RAIL HANDRAIL WITH KICKPLATE E _ Oo g r6' SWING GATE 8 TALL IBC STAIRWAY 11 0 WITH LANDING o°c�w2. 7 I I M r•I' ' ' 1 1_I�I U '+n a i e I ., �..G,Ti E ID ■ ��O— O `I I �I �'I `�� veioEt e . vi j I L _- 8='7 n a■ / / .[ • • g i C/) x 6. 0 11111 1 WINDOW WINDOW°D ao .� a w v • • PCI 22'-0" (NEW) 16'-0" (EXISTING) r24 38'-0" (O.A. LENGTH) Q Oz 411 ELEVATION I ..J Uw ��D PR Qp 6 ��NONNVE . U. o k, n € Nil 2273 %, C. Drawing Title 4. The seals)and signeture(s)apply only to the documents to which theyy are affixed,and expressly disclaim any ELEVATIONS r n/ responsibility for all other plans,specifications,estimates, Co reports or other documents or instruments relating to or Job No.: 38434 -iJ s° O PN �/ intended to be used for any part or parts of the architectural I, `� or engineering project. It is not the Intent of this seal to cover Checked By: - -'/ ‘:44.173 ES•iO' rs, any part of the electrical or mechanical elements of this project. Drown By: o n G 'VA R R EN �G MC GINNIS 1110 Louis, rk Drive Date: 04,17,2013 Saint Louis,MO 63131 &ASSOCIATES 314-835-1224 Scot.: N.i.S. Sheet No. STRUCTURAL ENGINEERS mcginnisstructural.com EXPIRES: �� PROFESSIONALLY LICENSED IN ALL 50 STATES /� McGINNIS PROJECT No.: 20722 1\ Revisions —_ _ . . .. . ..,,,..--....---;...:,, - , —1/2-wpm /-1/4" T.S.G. No Dote - — COvERED GYP i 4.:•:•:•:•:•:•:•:•:•:•:.: II GLAZING IA3LD i GASKET IDescripelon :::::::::::::•:::::::::::—PoosroxENE soo.e.e.e.e.•000,00, NOFe/ONTN_ . :•:•:•:•:•:•:•:•:•:•: :,_pouspreEmc 7--GI...Jac bow No Dote I . ''' iiiiiiiiiiiiiiiiiiiiiiI c"I , .:.:44.:.:.:.:.:.:.....: P.44411.4104411.4 coRE A, A. _. ::.:..... :.; box rip lion > > —1/2- PLYWOOD :!:!:!:::;: : :!: :.;: :!:! . :. ::;: : XI ---'- -'" --.•• • • • • •• :-.I._:.-::::i..-.(f:HE:(f.:,"1„:".e....(:.N.1.7._:;—1/2'VWYL .._...........•.:Val, 1..-.: (••••••••••:• .-. No. [Dole - ONERED GYP —— C ._OvERED GYP • • • • • •,.... _Lome _ ow DescriptIon MEL TYPICAL STARRCO REINFORCED "DL" PANEL TYPICAL STARRCO 'DL" PANEL WINDOW SILL DETAIL No. Dote Descripilon 4 ' FASTENER SUITABLE FOR EXISTING WALL CONDITION (BY OTHERS) %mu. PANEL I- 1/4 4 I/2- I 1 EXISTING WALL (TYP)1 'f':--_-:---sr.-- ;7.........: 7, ....••, 4 - , 4 o 11°-3/ — I STUD NSERT °SI gi. '' '■..' ::::::;...::•:: .. 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HELP .<(e 0-61 CORNER CAP CORNER CAP URNS '-.,-i•:•:•:•:•:•:•:7-,, REDUCE MISAUGNMENT DURING ASSENSLY. C'D ‘AGIN4 / . ‘.. 9 0 (Li-311% 3 1/4) IPTERED CORNERS /mu. PANEL (TY11) 2. CARE SHOULD BE TAKEN TO ENSURE HALVES ARE AUGNED PROPERLY WITH TABS Ow oPPErarrE WES. 3. STALL FUU- LENGTH STUD OUTER COVER PLATE 1.•■■ BEFORE P6TAUJNG STUD WO BOOR TRACK. Ct. • , 9734:,,erd, %.,.% CORNER CAP DETAIL CEILING TRACK WITH LIP _., .. ca.oac a:4 NI ■ h, , 1/2.22GA STEEL 'Er DECX PALL PAMEL r(TYP) /TRACK B22-1.S STEEL 7 CORR. ROOF DECK ----% OF:J ‘iiiil JII&/) \ VERTICAL -.7f,..---:: :::: ::::,',e. FIBERGLASS BATT 4 ...,›---• /*... - 9., ExTRusic.— -,.•••:•:•:•:•:•:,.... ' ,....---mmAim. (OPTCeL) C ' ''' --itig:0 "-:: -,--- '•••••••■•••••••-,- —ACOUSTICAL CEILING 194 RR EINI ° SUSPENDED : GRID CEILNG ",:i:!:!:!:!:i:;;;; TI00e— -fir 1411.:6:11:•:.V 'hr TRACK ,•:00.4000,0,0g >. ACOUSTiCAL .1..404•04600.. :11:•:°:!:•: : : . 7.- 1.2.1. -:•:•:. CEILNG WALL MOLD -''''"r-UPPER wawa PANEL (1) r24 EXPIRES: m FASTENER III 4( LLI = 1 ..._.= mnummi." 3 3/8" StcABLE FOR FLOOR CONDITION - AT ENDS AND r:4 . \-WING WALL AIME 0 r O.C. (BY T/4" T.S.G. OTHERS) —FIXED WeCOVI ( \ i cp PLENUM SECTION FLOOR TRACK Dro.ing Title Tir.r.r.ro.,Loa••■••rx.h.)Moir loIrd I.the documents to 'ILUTpUrrp:.'..e=!1...... n.p...h IN tar I ATTACH • SIDE INU_S w/112 TEK SCREIVS 18-0.C. rm.-.or ad.,do.rom0.o“Aanvneots relanng to or . Immeled m be med fm mY P.m M parts of the mchnectural STANDARD WALL DETAILS or.8.conng Project.It a ool tbe meat of Um teal m cover o- 1 1/2" 22GA STEEL my pan of the eleancal or snechasuca/elements of thts propct D j°b Nc''' 38434 DECK SIDE UIP FASTENERS SHALL BE /10 I I , ■ m .., _II:FIWER =cow OR GREATER FASTENERS 18'0.C. McGINNIS 1 , der ./.10Dn631'3'1 *".-' Checked By: • ; &ASSOCIATES 314-835-1224 , 140. '■' 1 r------\ D*0.^ By: (mar shot -f-i - sTRUcTURAL ENGINEERs megesmsetructuraleom 01 I t /FLOOR TRACK PROFESSIONALLY LICENSED IN ALL 50 STATES 0 Dole: 05/03/2013 MeGINNIS PROJECT No.:20722 4. Scole: N.T.S. GENERAL NOTES: g 1114. i. ALLANNuu EXTRUSIONS AN 6063-T6 ALLOY. 4,,,—EXISTING FLOOR Sheet No. NOTE, -.. DECK SHALL 8£ SECURED 2. LAM RE MED PANELS A 3" THCK. ACTUAL PANEL FOR LON)BEARING CONDITIONS OR STEEL TO SUPPORTS IN 36/3 PATTERN DESCRIPTON SPORN ON 51141.1, PANEL LAYOUT MIMING I I Ltil 01 DECK SUPPORT, REFER TO ADDITIONAL 940,04. USING II 2 v 1 i/4 TEK SCROYS 3. TYPICAL PANEL ENGAGEMENT NTO VERTIC.AL ExTeuVONS. DETAIL SHEETS. 6 3/4', IR SD1 ROOF DECK CONNECTION DETAIL 4. ICTARS SHOWN ARE TYPCN.. ACTUAL PRCUECT DETAILS WALL SECTION - TYPICAL MAY VARY, REFER TO INCLUDED SHEETS. /0\ Revisions No.l `Dote eescnphon 00 IP /•••••••• No. Dote HILTI KWIK BOLT T2-1/2"e �••••••••. FIELD NOTCH PANEL Description EmS. t. 3 1/4" ••••••••� FOR ANGLE CLEARANCE O No. Dote I 5/8' x 3' x 3/8' STEEL Description ANGLE z 1 7/8" LONG 1/2. TYP, (SEE DETAIL BELOW) "..'. No.l LDolel HOLE _ � .yea ll i , Oescnpt.on LjA:\----1 -f � ••••�1 •••• •••• E _ ....... o 1 0 0:9-ro,P" •••••••� I ►••••••• •••••••� 3/8" TYP 1/4" 1/4" N dis . �. • i i ���� ����, m A n o E / gw - I .1"Z I SS3500 WIRE STUD J L CORNER POST 17,2.i E u • (4) /12 z 1 1/4" (24 Din I o• -- TEK SCREWS, TYP. + ' i s '''ii ^Wy r I.4 �,.in 0 • otnn: n c _ STUD ANCHOR FOR STUDS AT ?o�^= 41/4 HOLE TYP 4 PL EACH END OF SHEAR WALLS 8 z� M� SD2 AS SHOWN ON SHEET Al = -,;-:, 15/8" 1 7/8" Cr) 8 CEILING TRACK BUTT JOINT ANCHOR ANGLE DETAIL CEILING TRACK WITH LIP ROOF DECK CUT FROM 3 REVD/8 STL ANG w ,�RUCTUl�gl • � -0. PR OPt- SUMMARY I I I ; I I 2273PE ANCHOR SU 1 0 1 i e 1 `��` Q PART I QTY DESCRIPTION LENGTH \I S250232 10 3/8" SEISMIC HOLD DOWN CLIP I i Z S120065 10 01/2" EXPANSION BOLT W/NUT & WASHER 4 1/2" ON Co �A OREGON �O C7 112 TEK SCREW - TYP `/,n`.A.... 112 4,Q? r`� w EACH SIDE OF BUTT JOINT G` �p v /12 TEK SCREW TYP OF INSIDE - p C R \y`G (4 OUTSIDE OF PER STUD) ii ii D E 1v (111) W EXPIRES: < W ci A Drowing Title The seal(s)and signature(s)apply only to the documents to which they are affixed,and expressly disclaim any, SPECIAL CONNECTION DETAIL`, • responsibility for all other plans,specifications,estimates, . reports or other documents or instruments relating to or Job No.: 38434 intended to be used for any part or parts of the architectural or engineering project. It is not the intent of this seal to cover Checked By: any part of the electrical or mechanical elements of this project. Drown By: ono-Shot McGINNIS 1110 Westmark Drive Do1e. Saint Louis,MO 63131 05/03/2013 © CEILING TRACK BUTT &ASSOCIATES 314-835-1224 Stole: N.T.S. Sheet No. JOINT CONNECTION STRUCTURAL ENGINEERS mcginnisslructural.com S D 2 DETAIL PROFESSIONALLY LICENSED IN ALL 50 STATES S D 2 A McGINNIS PROJECT No.: 20722 Revisions FASTEN BEAM END ANGLE STD. ALUM FLASHING FASTEN DECK SIDES 18" O.C. 1/2"x 2 1/4" x .060 w/#6x 1 1/4" BUGLE HEAD SCREWS No. 'Dote WITH (2) 012x2' TEK SCREWS Descrip ion _ 3/4' O.S.B. 22 GA. x 1 1/2' CORR. Not_ lgote ••••1.•••• I STEEL ROOF DECK Descrlpt.on ••• ••••• TYP. 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MK. _ 134 1/4" 5 B1 1/2" WOOD SHIM SEE SPECIAL DETAIL— 1 34 1/4" 1 B2 • _ I I ::::::+x #\_2 1/2" x 3 1/2" x 1/4" SPECIAL DETAIL FOR BEAM B2 : e•:•::•: FIELD SCREW SUMMARY • STEEL ANGLE ••••'•" PART # QTY DESCRIPTION LENGTH Q •. W O •� •� •' • S120093 24 #12-24 TEK 5 2" 0 ::::::::::::x.: r1 W '..:•:•:•:•:•::::: �U C T U 1� v '--4 'C A ��`� PR OF W © PARALLEL WALL DETAIL <c' GP Q ss. SD3 MP Or ALL WALLS. EXT. & INT.. PARALLEL TO BEANS) `'� • V� ��'T �/f A� E "'I • k '2273P_ j>♦0 ° h�l w�7 �_ _ The seal(s)and signature(s)apply only to the documents to Dallying Title which they are affixed,and expressly disclaim any. t �/ responsibility for all other plans,specifications,estimates, 5500 SYSTEM BEAM DETAIL`. O O CO reports or other documents or instruments relating to or • r A�OI L+ N �9 \ intended to be used for any part or parts of the architectural Job No.: 38434 `` or engineering project. It is not the intent of this seal to cover Checked L' $ER��' \\ any part of the electrical or mechanical elements of this project. By: (� BARREN �c'� 1110 Westmark Drive °ro"n ororshot McGINNIL) Saint Louis,MO 63131 Dote: 03/05/2013 &ASSOCIATES 314-835-1224 Scale: N.T.S. EXPIRES: STRUCTURAL ENGINEERS mcginnisstructural.com Sheet No. PROFESSIONALLY LICENSED IN ALL 50 STATES S D 3 /� McGINNIS PROJECT No.: 20722 l 11\ Revisions 6 WRIHDPW�ET EDGE FLUSH PARTS LIST No. `Dote bescnpton 3 1 _ QTY. DESCRIPTION No. Dote Descrpton o • o { 1 12 01.90 SCH 40 GALV STL TUBE – 21'-0" 6 No.1 `Dote 4 16 POST ASSEMBLY: r'ptl'on o o (1) 40 1/4" SCH 40 GALV. STL. TUBE (01.90) 1 6"x6"x 1 2" STL. PLATE No.i t,00te ( ) / Description 4 1 07/16" THRU 4PL 07/16" 6 18 BACKUP PLATE (6"x6"x 1/4" STL. PLATE) THRU 4PL * 16 1 1/2" #5E TEE FITTING E 1 * 32 1 1/2" #12 OFFSET CROSS FITTING CI) 0 o f * 12 1 1/2" #3 ELL FITTING ono c I o o } * 6 PLASTIC PLUG (1 1/2") TT \ 1"I':$ J.4 I 6 I 4 * 6 1 1/2" #70 COUPLING FITTING $An o f o ojg„ � 72 03/8 x 3 1/2" BOLT W/NUT AND WASHER g , of 4 1 100 10 x 3/4 PH PAN HEAD SHT MTL SCREW " I a 01.90 SCH 40 GALV 1/4" THICK # / 2 s w r, 40 1/4 STEEL TUBE STL PLATE s 1 7 4" x 3" x 14GA STL ANGLE (10'-0" SILVER PAINTED) gvnhj c'ir7o BACK-UP PLATE 1 6' SWING GATE ASSEMBLY: 40�„t 3/16 (2) POST ASSEMBLY 8 n^ (2) GATE 1/2” THICK STEEL BASEPLATE * (4pr.) 1 1/2" GATE HINGES 2 ,7v...-1/2" * (4 ) 1 1/2"GUSSET #12 OFFSET CROSS FITTING 1/21 * (2) 1 1/2" #3 ELL FITTING (1) GATE LATCH POST ASSEMBLY W 70 3/16 * FOR 1 1/2" SCH 40 PIPE (01.90) PQ — '..., 34 1/16 i GATE LATCH ELL FITTING 4 I THIS DRAWING IS FOR 1 1/2" D . SCH 40 (1.90 O.D.) HANDRAIL 1 2 1/16 NOTE: ALL ASSEMBLIES REQUIRE SILVER OR GALV. FINISH ON EXPOSED SURFACES W EQ _ W C \ SAFETY STOP GUSSET, C T Cr) `WELDED TO GATE. (Ftu URq CROSS FITTING I ' co W 41 13/16 (2"x8"x1/4" STL. PLATE) �cj PROFS / EQ 01.90 SCH 40 GALV. ����� GI NEk- 6>a \� O w E ❑ STEEL TUBE, 0YP L ,`- 273PE �� CROSS FITTING 1 C _� ' The seal(s)and signature(s)apply only to the documents to 'Droving Title . POST ASSEMBLY�` ! J EQ t _ 1- ' which they are affixed,and expressly disclaim any. r r� ' responsibility for all other plans,specifications,estimates, HANDRAIL PART, . , GATE HINGE PAIR . N reports or other documents or instruments relating to or �i O C intended to be used for any part or parts of the architectural Job No.: 38434 4 ./- 1 \, i N ? OR P 1O ` or engineering project. It is not the intent of this seal to cover Checked By: ` i/ any part of the electrical or mechanical elements of this project. /� 41fl178r C1 10 C?`` 1110 Westmark Drive Dro.n By: onor stint 2 x 1/4" STL PLT �A RREN ��G McGINNIS Saint Louis,MO 63131 Dote: 05/D3/2013 WELDED TO FAR SIDE Scale:&ASSOCIATES 314-835-1224 hi T.S. STRUCTURAL ENGINEERS mcginnisstructural.com Sheet No. 6' SWING GATE ASSEMBLY EXPIRES: PROFESSIONALLY LICENSED IN ALL 50 STATES S D 4 McGINNIS PROJECT No.: 20722 //(N \ 37 1 3/a' Revision s 37 TYP, No. Dole l V h- 32TYP bescrIp ion a N �^ N 1/8" Mil 13/16"wx1"L \ \ r N N 9 15/32' 9 15/32' balm SLOT, FULL No.l [Dote n n I 58 7/16" 1 1/4" RAD. bescripbon - 45- I 37 O No. Dote TYP POST TOP POST INTERMEDIATE RAIL (/�\ yo_ VIEW A-A �"r,p`,Do 6 REO'D 2 REVD 6 REQ.() I I �1 No. Dotel FRONT SIDE r11 Descrlpilon LIFERAIL,6 N LIFERAIL POST ,q1�1 C.�CNSo TH S SIDE ONLY 2 1/2" 4 REO'D \00 `�I f t t 4" 1-1 a CP.' EXTENSION ON I E 29 �` �� THIS SIDE ONLY �- r / r TOP RAIL N 45\<:: ` ` o 45' �9�5� 9�S'L 13 31/32` 1 B"\ O oYa,o % ,_ 4 1/2" L N9� 0 1 I 09/16 ci..) VA p,O ,$ 4 9 32" / i. 1/4" THRU N I liST zg LIFERAIL EXT. / 12 n t 1/a" '°n E ��g..i 14 1/8'�� 4 REO'D 4 ���'p yg 3 13/16" A ,�� E■�� VIEW B-B Z w 45' �I1 ' L5 x3 x1/4 37 50 27/32" / x2 1/2" WELDED vnnv�i / ..• A TO STRINGER J W ao'not BTM. EXTENSION TOP EXTENSION tea' Stair Specifications 4 �" ,j-.--2 REVD 1 REVD 8 ,-- Deck Height: 99" = „V r Rise: 6 19/32" I- ca Run: 11" � 8• . / MC 12x 10.6 Treod Depth: 1 1" I. Tread Width: 36" D CLOSED RISERS SHOWN Risers: Closed ��.�� 1 1/2" SO. 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It is not the intent of this seal to cover Checked k 1—*es, 6" 07/16" THRU ` 111 any part of the electrical or mechanical elements of this project. By:— 28PL po 10 9/16" 168 1/8" 6 7/16" NOSE OF Dote" nrwr stint McGINNIS 11 Saint Louis,MO TREAD— Saint Louis,MO 63131 05/03/2013 1D &ASSOCIATES 314-835-1224 Sole: N.T.S. 185 1/8" VIEW D-D STRUCTURAL ENGINEERS mcginnisstructural.com Sheet No. STRINGER DETAIL PROFESSIONALLY LICENSED IN ALL 50 STATES ST 1 McGINNIS PROJECT No.: 20722 / \ Revisions 46" G G 4 1/2 2" 1/8" I No.l Dole Ik____ __I 4 1/2" TYP - - fle$cripion C C No. I Dote I 2" TYP a Q. - - - - - - m m beson I n = ti- NI p.on No. ',Dotal a bescnpl,on 1 • • C5x6.7x46 I co 7/1 6"Wx 1"L i 1 • : B _ _ 8 SLOT THRU No. Dote• •I 1 E E "' W/FULL RAD. bescripilon 3/4" TYP L2 1/2x3 1/2x1/4x42 1/2 -e - TYP - • 1/4"THK N N 4ti"x48" STEEL m STEEL PLATE a CHECKERED PLATE D ir-,4 p 3/4" TYP 4PL c WELDED TO TOP OF BASE t — ° L2 1/2x3 1/2x1/4x42 1/2 v FRO4 UNDERSIDE _, L .1 I to u r.o ) . 1 co Q, r B" onrn o x pp8 U U I ,, \to U 7N` • C5x6.7x46 I °' n SECTION E-E .,(s12_"'E i VIEW G-G p 07/16 THRU BTM. ( �G 2X 4AG. 4x ?$-o 0 6 1/4" 35 1/2" FLG. ONLY, 16PL. �R^E 1 I I Llztxl/8x35 1/2 CHK'0 STEEL r� >N i o 1 D WELDED TO LANDING BASE _5 w � - - - - - - � TOP PLAN x 6• �nE FF W, � A BASE PLAN A — /1 1/8" — — < g_�^ 1_ ao�^L 1 REO'D 46" g I _ �� F 1 . ® �J 1' p 8 140 .v. - '- COLUMN - 1 1/2" SQ. 4 REO'D v STEEL I (SEE VIEW C-C FOR PLATE TUBE TYP WELDMENT ORIENTATION) - ® ® ■ 07/16 7 3/4" 32 1/2' 5 3/4" N v I THRU TYP a 1/4"THK w • 1 !1" 4" STEEL PLATE 013/16 THRU TYP� (C5x6.7x46) SECTION F-F■ WAG. 4X VIEW A-A N 1/4"1/4" STEEL PLATE WELDED TO RAILING VIEW C-C Q HELD BOLT SUMMARY W Part # QTY DESCRIPTION LENGTH O ycRUCTUR,4( S120074 16 03/8" BOLT 1" r } 3/4" S120073 16 03/8" NUT V _ W PROFF �� '� 48" 5120072 16 03/8" WASHER 01/4 THRU TYP GNGlNE4� U O� S120049 12 03/6" EXPANSION ANCHOR W/NUT & WASHER 2 3/4" 7.27 1 _ E (� N •1�1 . p tEU iv �`�--� The seal(s)and si ature(s)apply only to the documents to Drawing Title 1/4"THK STEEL PLATE \ p, fn O� ry which they are axed,and expressly disclaim any , WELDED FLUSH W/ END -- ° • C O c responsibility for all other plans,specifications,estimates, 8' IBC LANDING (RIGHT) rZ, reports or other documents or instruments relating to or a'/ ..1C` , {�, intended to be used for any part or parts of the architectural Job No.: 38434 0, ,--,n c` - or engineering project. It is not the intent of this seal to cover • VIEW B-B R�G any part of the electrical or mechanical elements of this project. Checked By: MAG. 2x r ��R R E \�' k Drive Drown By: pnpr Shpl McGI�1\IS Saint 1110 Westmark Louis,MO 63131 Dote: 05/03/2013 EXPIRES: &ASSOCIATES 314-835-1224 Scale: N.T-S. VIEW D-D STRUCTURAL ENGINEERS mcginnisstructural.com Sheet No. PROFESSIONALLY LICENSED IN ALL 50 STATES ST2 McGINNIS PROJECT No.: 20722 k Revisions QD QUANTITIES REQ' D B CO p I be-scrip 1 2 STANDARD TREADS 1/2 No 1,DoleI 1 BTM . TREAD (VIEW A—A) oescr;pt.on 1 1 No.l ',Dole 1 TOP TREAD (VIEW B B) rpton MI No.l 'DoteI 1 bescr{pt,on B I Mill. 0 0 ,--1 I u 0 nrn CO Ano a) VIEW B—B ^'° 7 E N LI) TOP TREAD $,ten e (DIM'S NOT SHOWN ARE gg8 » o A 0 O � �D SAME AS STANDARD TREAD) Q �W o I ' ;- =fin\ N rt3'^ni\ n D i II 41111 u. (0^r-IT O n J1 v; 1 t 1/2 t V) STAIR ASSEMBLY VIEW A—A 2 1/2 A BOTTOM TREAD vD (DIM'S NOT SHOWN ARE SAME AS STANDARD TREAD) W likUCTURA1 5 ' co ..xGINEA-Cc‘ti PR�F�sS 72273PE40�) % Q ti O36' 11 1/8 1/8 l' f OP 9 (4) 0.--) ._. 3/16" FILLET WELD 1 1 /8" CHK'D PLATE STAIR TREAD 3 PLACES EXPIRES: 7/16-0 HOLE E w v _ o C. r � —� O U \ 1 3/4 The seal(s)and signature(s)apply only to the documents to Oro.ing Title t CP which they are affixed,and expressly disclaim any r responsibility for all other plans,specifications,estimates, CLOSED RISER DETAIL L CO I reports or other documents or instruments relating to or intended to be used for any part or parts of the architectural Job No.: 38434 or engineering project. It is not the intent of this seal to cover Checked By: 3/16"x2 1/2"x 1 1" PLATE any part of the electrical or mechanical elements of this project. Brown By: onor shot 1 —7 16"'o x 1 3 8" SLOT McGINNIS Saint Louis, 6313 05/03/2D13 - / / Saint Louis,MO 63131 Dole: &ASSOCIATES 314-835-1224 Scale: N_T.S. STRUCTURAL ENGINEERS mcginnisstructural.com S^Q°t No. STANDARD TREAD PROFESSIONALLY LICENSED IN ALL 50 STATES ST3 McGINNIS PROJECT No.: 20722 /D\