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B16-1272 000-000-000
•e I�"`eci seD an Structural Engineering, Inc. STRUG"TUKAL ENG"INEER-1-ING C ALCULATIONS, PROJECT: Strat-O-Span Storage Building Design PROJECT LOCATION: Durham, California PSE PROJECT NUMBER: Strat 215-25 DATE: December 4th, 2015 BY: Nabil Taha, Ph. -D.., P:E. 250-A Main Sdeet Klamath Falls, OR. 97601 X16-�Z7Z # BUTTE COUNTY DEVELOPMENT SERVICE PERMIT REVIEWED FOR CODE COMPLIANCE DATE I�t�By BUTTE COUNTY JUN 13 2016 DEVELOPMENT SERVICES E -Mail: info@structurel.com Web: www.structurel.com ph. (541) 850-6300 fax (541) 850-6233 . Precisian Structural Engineering, Inc. Table of Contents: Subject: Page: - 1 - age:1- References / Software: 10-1.9 2- Design Criteria: 20-29 3- Intermediate Frame Analysis & Design: 1,000 — 1,199 4- End Frame Analysis & Design: 1,200 — 1,399 5- Wall / Roof Purlin Analysis & Design: 1,400 — 1,599 6- Connection Analysis & Design: 1,600 — 1,799 7- Foundation Analysis & Design: 1,800 — 1,999 . lira .r •`}!• �F ~e vµ <, � 1) u. i YA, i 250-A Main Street Klamath Falls, OR. 91601 E -Mail: info(c�r�,stiucturel.com Web:. www.stiucturel.com ph. (541) 850-6300 fax (541) 850-6233 ICY - •1 Precisicm Structural Engineerling, Inc. Design Criteria. i 1- Location: Butte County, California (Lat 39.6869°, Lon -121.78670) , 2- Seismic: OC 11 SDC D Site Class D SMS 0.803. 1 Smi 0.503 SDs 0.535 Sol 0.336.. IE 1.0 R 3- Wind: Ultimate wind speed 110 mph (3 s. gust) Exposure C Iw 1.0 4- Roof Live Load: 20p sf 5- Soil Bearing Capacity: 1,500 psf (presumptive value from IBC), 6- Gravity. Loads: DL Floor: 2 psf 7- Deflection Criteria: Roof TL Deflection: L/180 *Other criteria assumed.as-stated in design -calculations. 250-A Main Street E -Mail: info@a,structurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.stracturel.com fax (541) 850-6233 1 1 1 1 1 1' 1 1 1 1 1 1 1 1 1 1 1 1 ms ...... .1-; -- - _--- 01111 - Preci si®n Structural Engineering, Inc. References ' 1- Literature: a. The 2013 California .Building Code (CBC), based on the 2012 International Building Code (IBC) 2- Software: a. RISA 3D Version 13.0, RISA Technologies, 26212 Dimension Dr. Suite 200 250-A Main Street Klamath Falls, OR. 97601 E -Mail: info(a,structurel.com Web: www. structure 1.com I ph. (541) 850-6300 fax(541)850-6233. 10/29/2015 Design Maps Summary.Report E.ek�s 5 .. ' - Report Design li Summary User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.686911N, 121.7867°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.613 g SMS = 0.803 g SDS = 0.535 g S1 = 0.271 g SM1 = 0.503 g Sol = 0.336 g ' For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0..s1 a.;z 0.63 0,54 Ch ro 0.4s 0.39 '0.27 0.09 MCER Response Spectrum 0.00 0.00 0.20 0.40 0.90 0.20 1,00 1.20 1.40 1.60 Lso 2.0o Period, T (sec) ro N 0.54 0.48 0.32 0.3s 0.30 0, 23 0.18 0,12 o.os Design Response Spectrum o.0a O:00 0,20 0.40 0.60 0.80 1.00 1.20 1.40 1.90 1.20 2.00 Period, -T (pec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. 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(:%�<::iii?:iii :::: ... .:v: ii:;4:: ........... ....... ,..r•,,....,._ .. ... ..... .. e ........... .. ::... ...........:........:::.:.::::r::.:.::::::r:: PROJECT. PAGE ti CLIENT DESIGN BY ii:i!t• . . �2 •iii::' x ... -..... -I . a •.:•.>-:<;•;:::«;::;;:;;;::::::::::::. JOB NO .k......: DATE : REVIEW BY' .. Fm $eism'rc Anal'Y.sis..Based on:2012'I:BC E ui:valent LateralrForce:Procedure ASCE 7 010' .. i r INPUT DATA. DESIGN SUMMARY Typical floor height, h. 11'. ft Total base shear Typical floor weight ;' wx 1l2 kips V = 0.21 W, (SD) _ 2 k (SD) ' Number of floors n 1" = 0.15 W, (ASD) := 2 k, (ASD) Importance factor (ASCE 11.5.1) le 1 Seismic design category „ Design spectral response r SDs 0 535 g ' F h 11.0 ft 3 4 Soi 0 336 ;g W = 10 k• Mapped spectral response . Sipiii0 271 ' 1. g *• k = 1.00 (ASCE 12.8.3, page 91) ;' The coefficient (ASCE Tab'I2:8-2), Ci 0 02 + , a ' �' Ew„hk• _ 110 The coefficient(ASCE Tab. 12.2:1) ' R 2 5: ' x = 0.75 (ASCE Tab 12.8-2) a _ - L; k Ta = Cc (hn)X = 0:12: Sec, (ASCE 12.8 2.1) 1' s PLATERAL VERTICAL DISTRIBUTION OF FORCES > Level Level Floor to floor Height Weight Lateral force each level Diaphragm force No. Name Height h, wx' w.hxk C,r„ Fx, „ V,- . O. M. EF; EW,FP% " ft ft k k•, k- k -ft r k: k k 1 Roof 11.0 1.0 "" "' 110 1.000 2.1 r 2.1 10 2 1100 _ - :: R ., 2.1 Ground 0.024 ........................... w • .. r , .. • r - s. { J • - r : f . a r -> 1t ^ y r . r ♦.• ..: �.� ? ^tom ". . .,. w y , - Structurafl Engineering, E.nco -INTERMEDIATE FRAME ANALYSIS & DESIGN: Pages 1,000 - 1.5199 250-A Main Street E -Mail: info(o)structurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com _ fax (541) 850-6233 MecaWind Pro v2.2.6.8 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 10/28/2015 Project No. JobNo Company Name True Designed By Engineer Address Address Description Description City City Customer Name Customer State State Proj Location Location File Location: C:\Users\maverick.davison\AppData\Roaming\Mecawind\Default.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 110`.00 mph Structural Category = -II Exposure Category = Natural Frequency = N/A Flexible Structure = No Importance Factor = _ 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0:65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 zmin = 15.00 ft Pitch of Roof = 4 �: 12. Slope of Roof(Theta) = 18.43 Deg h: Mean Roof Ht = 17.33 ft Type of Roof = GABLED RHt: Ridge Ht = 20.67 ft Ehb: Eave Height =_1 04 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 80.00 ft Bldg width Across Ridge= 40.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat..Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)'0.167 = 0.23 Lzm: 1*(Zm/33)"Epsilon 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))"0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Summary Not a Flexible -Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 4-1 Kh: 2.01*(Ht/Zg)^(2/Alpha) z 9 u g 0:88 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: ..00256*(V)"2*I*Kh*Kht*Kd = 23.04 psf Cpww: windward wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3373.11 ft"2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 80 ft Wall (Normal to Ridge) All pressures shown are based upon STRENGTH Design, with a' Load Factor of 1 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) , --------------- ------ �''`'`� - Leeward Wall -0.50 i- 11 3.94 -5.65 1 Side Walls . -0.70 -17.86 -9.56 Wall Elev Kz Kzt Cp qz Press Press Total ------'ft - - - psf +GCpi -GCpi +/-GCpi -------------------------------------------- -------------------------------------------- - Windward 14.00 0.85 1.00 0.80 22.35 11.05 19.35 24 Windward 4.00 0.85 1.00 0.80 22.35 .05 19.35 24.99 Roof Location Cp Pressure Pressure , +GCpi(psf)-GCpi(psf) -----------------------------------------------------------'---------------- Windward - Min Cp -0.46 _13.16 4 86 Windward - Max Cp 00 4•-15 4 02 Leeward Norm to Ridge -0.57 15.31 7.02 MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ----------------- ----------- Leeward Wall -0.30 -10.02 -1.73 Side Walls -0.70 Wall Elev Kz Kzt Cp qz Press Press Total ft- psf- - +GCpi ---GCpi--+/lGCptl� , ----------------------------------------------- Windward 20.67 0.91 1.00 0.80 23.91 12.11 20.41 22.133 Windward 14.00 0.85 1.00 0.80 22.35 11.05 19.35 207 Windward 4.00 0.85 1.00 0.80 22.35 11.05 19.35 - 21.07 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 8.7 ft -0.90 21.77 -13.48 Roof: 8.7 ft to 17.3 ft -0.90 -21.77 -13.48 , Roof: 17.3 ft to 34.7 ft -0.50 -13.94 -5.65 Roof: 34.7 ft to 80.0 ft -0.30 -10.02 -1.73 ' Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 r Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 ` www.structurel.com • Email: info@structurel.com PROJECT NO -- t �� `' ' `%` SHEET 09 OF =' w PROJECT NAME DESIGNED BY �'2f�� DATE SUBJECT CHECKED B.Y DATE ,.+T_�F�f1-l!"�� E �f ✓-. 1jM1� ,. .,.-` e. �� .(,. !• 4C'.f ti�--..i��- ` � ; llX..i i...•I L(-, ._ .. ... ..�� 1�" L6� Lam., _ . :-f 1 %1 %uta • 15 L N I a r EnCBlope OnloSolubon PSEI SK 5. MRD Main Intermediate Frame Dec 4, 2015 at 12.24 PM Strat-0-S pan 215-25 Main Frarni Middle muss 4Ox8Oxl4.... Oft w Loads: BLC 3, WindLoad' Envelope Only.Solution PSEI SK -3 MRD Main Intermediate Frame Dec 9, 20.15 at2:56 PM Strat-0-Span 215_25 Main Fran-m—Middle Truss 40x8Oxl4.... -.091 k/R Loads: BLC 2, Roof Live Load PSEI SK -2 MRD Main Intermediate Frame Dec 4, 2015 at 12:21 PM Strat-0-Span 215-25 Main Frarn--Middie Tis 4MOxi4.... k r r T .109kAt i ,7 .109kRt 109k 23kAt N3 N8 1 6 Loads: BLC 3, Wind Load PSEI SK -3 MRD Main Intermediate Frame Dec 4, 2015 at 12:21 PM Strat-M Pan, 215-25 Main Frame -Middle Tni.ss 4MOxl4.... 0 4 � h MemberCode Checks Displayed (Enveloped) Envelope Only Solution PSEI SK- MRD K-MRD . Main Intermediate Frame Dec 9, 2015 at 327 PM Strat-0,S pan 215-25 Main.Fran-L MiddeTruss 40)6 l4.... Company PSEI Dec 9, 2015 Designer MRD 3:28 PM Job Number Strat-O-Span 215-25 1010. r Checked By: T E`C H N O L. o c I E 5 Model Name Main Intermediate Frame Hot Rolled Steel Properties I 'k.1 G f -il f] n-il Aln Tk- /\1 G flc ;+,,fL/ff v;oiA L it Rv r7nf -il 04 1 A992 29000 11154 .3 .65 ..49- " 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 '.49 36 1.5 58 1.2 3 A572 Gr.50 29000' 11154 .3 .65 49 50 1.1 65 1.1 .4 A500 Gr.B RND 29000 11154 .3 .65 - .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Cold formed Steel Properties Hot Rolled Steel Section Sets Label Shape Tvoe Desian List Material Design Rules A [in2j Ivy fin4lIzz fin4l J-Rn4 1 j Knee Brace I L3x3x4 I VBrace I Single Angle IA500 Gr.B R. -I Typical 1 1.44 1.23 1 1.23 1 .031 Cold Formed Steel Section Sets Joint Coordinates and Temperatures I nK.1 Y ffil V ff+l 7 fffl T.- fPl rlcf"k C:-- rlionF.ronm 1 N1 0 0 0 0 r4a;• �,,�' z.. '�#N4'u`','I-f.TL''�1='J1rR" vx_..+r�: r}. Reactlo,,,� _�f U , - ri 2 N2 -.5 12.833333 0 0 3 N3 0 6.5 0 0 5 N5 4.84605 14.61531 0 0 61. , WY 38.666667' '5':325e-15 = 0. 0 7 N7 39.166667 12.833333 0 0 8', x '- 38.666667 i' ' 6:5'= 4 0',: N8 x 9 N9 38.666667 13 0 0 =10" = N10�. '�% " .19:333333 =18':277778:�� 0-.; ` T �0: ��f ,"" I{� 11 N11 19.333333 19.444444 0 0 12 ''`N12"_ ' •� 33:820617. A -14' .61531;" .0 r"-".0 ;- 5t �,�;..} , •, w ;�' -,r >- 13 N13 14.333333 17.777778 01 0 114- ~ ".:'t "15:833333 "1.8:277778 ,. , .. . ....Z.. r ... _n 15 N15 24.333333 1. 17.777778 0 0 ;16' z:#;N1 22:833333'>18'.277778 0 -'' nr:-&3 O.°%. ? ".a az�,ti_ �,,:>< :=:. 14, "aw. Joint Boundary Conditions Inin} I h.1 Y rLe/inl V rWinl 7 rL/inl Y Dnf rL_"i-n V o.,f ri, 441-41 7 D.d r1. H/..,.Il ' '1 'N'1 Reaction Reaction Reaction Reaction Reaction S250 2 x .` =. ` N6 '? �� . s- Reacfion :..� 'w�Reacfion sr:4 `.�- Reactlon.� :r _>� Reaction ��� ���Reaction+��= i".':�'_ S250 �� rt' .3 N11 Reaction r4a;• �,,�' z.. '�#N4'u`','I-f.TL''�1='J1rR" vx_..+r�: r}. Reactlo,,,� _�f U , - ri 5 N7 Reaction RISA -3D Version 14.0.0 [\...\...\...\...\...\...\...\Main Truss\Main Frame=Middle Truss 40x8Oxl4.R3D] Page 1 Ml Company PSEI Dec 9, 2615 iF K" Designer MRD p J 3:28 PM Job Number : Strat-O-Span 215-25 Checked By: T .e c H N o L o c I E. s Model Name Main Intermediate Frame d ' Hot Rolled Steel Design Parameters I _hel Ch— I ons+hrftl I h,,,,rftl 1 h,,rft] I r mn+nnrf+l I r n hnfrftl I V,n, rhe rh Cunr+inn 1 M3 Knee Brace 9.452 Lbvv Lateral 2 M6 Knee Brace 3.5 Lb Lateral 3 M11 Knee Brace 9.452 Lb Lateral 4 M14 Knee Brace 3.5 Lbvv Lateral Cold Formed Steel Design Parameters I .,hel Chose I o I hv„rftl I K—mi I r n +nnrftl ' I r I _+n rni i ll,cv W- rm rm rh R nfftl v c 7C Member Distributed Loads (BLC 1 : Dead Load) nAe her I ohel rliror+inn C+ort KAnnnif, rlmrle/f+ P1 Cnrl KAnnnih v+crle/ft Cl C+.r+ I nr tinnrft 0/ 1 Fne1 I nnnfinnrff 0/-I- 1 /1 1 M2 Y -.056 -.056 0 0 2 _. M5 .... -Y .056 .056; - r . :0 - 0 3 M8 Y -.056 -.056 0 0 4 -M17 Y -.056 -.056- 0 0 5 M7 Y -.056 --.056 0 0 6 M15 . Y -.056. —.056 0 = 0 " 7 M18 Y -.056 -.056 0 0 M 16 Y 056 '> 00-8 M13 Y -.056 -.056 0 .' M10 • n ..;,t- .00556 `00 " • 056 0 Member Distributed Loads (BLC 2: Roof Live Load) r AA—__ I _....I n:..._,;_., c+..A Cl.. c.,.+ nA.,.,.,i+tvm,1+ Cl C+or+ 1--,+ir,.Jf+ 0/1 Curl 1 n +innrf+ 0/_1 1 M2 PY -.096 -.096 0 0 sF:.g .-µ•, r•.P,.'+C.F`..r 3 2 r w M5 - _ J. 'f'., C - .1 y'Fi i '� �« �. �"i P.Y- 096 �,' ,_ .f,•-.096. , _ ,�:s+�. �7 O c r ? t:i .a:"�� r 0... 3 M8 PY -.096 -'.096 0 0 I 3�`4A :�r�v,.�-==�yM47,<:�r ��=�',a`_'��.�:PY���:�s..f~;�.�.096'�: ,�; ��r#s--.096�.��;�s,. ��1•�'0�:�� a. 0..s�t: 5 M7 PY -.096 =.D96 0 0 r'6+�r< +t:.om;.• .'t- sSR=N15 w"+. G .:r: .-:•=..a, -,•�w� O7_111k �:��*s��0 7 M18- PY - -.096 -.096 0 0 .ri:- 4. R �-.. r•• y s. ,. .i s z -„ -ver <• ct. 8T :'r4 a'3M16r� s:r � � rPY� � .yrs :096'^ ' 4 ��,.x? :i-.096�� �, . .v - v ta< r. - ca.. :�:,n`=x~10 ��;1a� rte. i:.s».��. �0�.r. ..4 9 M13 PY -.096 -.096 0' -0 _ �.:�M10.x ..�: , x.10 :�^ ,+.. `.'F tt(: ,l q'.iyS. .i.0 ..} i a er '+., .1• A '^ "� .5 +i "s T '•i •L tta• ' � •.PY�`..�t .096���'���` i�'�:n�'.096:w��.,..� �:�'�f'0'.:.�. ,'f:.r l ,��>'0 .}-.K�. "k Member Distributed Loads (BLC 3 : Windload) Member Label Direction Start Mag nitude[k/ftF1 End Maonitudefk/ft.F1 Start L6cationfft•%1 End Location fft, %1 ' RISA -31D Version 14.0.0 [\...\...\...\...\...\...\...\Main Truss\Main Frame -Middle Truss 40x80xl4.R3D] Page 2 , Company PSEI Dec 9, 2015 Designer MRD�� 3:28 PM ti1�3� Job Number Strat-O-Span 215-25 1 t Checked By: r e c 1t .Iv o o c I e s Model Name Main Intermediate Frame ' Member Distributed Loads (BLC 3: Wind Load) (Continued) U m-hcr I nhcl nirartinn Curt KAnnnif,.H.flr/ft Cl Gnr1 KA-4..rlcfL,/ft Cl Cfnrf I nnotinnrft 0/_1 [= rH 1 n +i.. M O/ 1 3 M8 V 109 .109 0 0 4: M17 ,109 .109 2 0' -0. 5 M7 V -.109 -.109 0 0 6 M15 Y .123 .123 0 0 7 M18 V -.123 -.123 0 0 8 M16 Y -.123 -.123 0 0 . 9 M13 V, =.123 -.123 0 0 10 M10 .123 .123 0 0 11 M4 X .0472 .042 0 0 12 " Mi X .042 .042 0. 0 Basic Load Cases BLC Descri t... Cate o X Gra..Y Gra..Z Gra... Joint Point Distributed Area ...Surfa 1 Dead Load DL -1 10 2 Roof Live Lo... RLL L 10 > 3 Wind Load WL 12 Load Combinations nocrrintinn Cn P C RI f Ger• RI (` Cir• RI (`C�r RI (`Con RI (`Cor RI !'Cor QI f Com.• QI /"C.,., QI !`C.,., QI !"C.,.: Envelope Joint Displacements Inint X rinl I (` v rinl I r 7 (inl I r Y DnM+inn I r v D.d•,+i.,., 1 r^ 7 D-+-,#;-- r i !` 1 • • ®�-m���-----M-----M---- 0 5 0 5 0 5 0 5 0 2 8.611e-3 2 2 min 0 2 � 0 2 0 2 0 5-3.307e-3 5- 3 N2 max Envelope Joint Displacements Inint X rinl I (` v rinl I r 7 (inl I r Y DnM+inn I r v D.d•,+i.,., 1 r^ 7 D-+-,#;-- r i !` 1 N1 max 0 5 0 5 0 5 0 5 0 2 8.611e-3 2 2 min 0 2 0 2 0 2 0 2 0 5-3.307e-3 5- 3 N2 max .24 5 .018 2 0 5 0 2 0 2 6.589e-5 5 4 min • -.315 , 2 0:. ; 5: .: 0.,-11, 21'. • , 0 5 <;A, 0 _ 5 .. -3.822e-3 .2 5 N3 max .245 5 .001 5 0 5 0 5 0 2 2.39e-3 2 6'min -.595 2 ; _ -.006- 2 x.0 <2., 0 -Y 2' ' `; 0 5' =1'.698'-=3 - 5 7 N4 max 1 .239 5 0 5 0 2 0 21 0 2 1 6.598e-5 5 = 8.. :' s ri-Iln --.307 R� --2;- %4X`!005'kh 2;- 0t :: f5 0' u. K ;5w ° s,, E, F ., r 0 , 5'" 3:823'-'-3 •2 �' 9 N5 max .235 5 .011 5 0 2 0. 2 0 2 5.387e-4 5 +10 k X224='- 2 f32 Y <a _0 ..i t5 ; 4p�A.5 r3c �: �-;0 =5 ,: 2: -5.296=3' 11 N6 max 0 2 0 5 0 2 0 2 0 2 1.1 e-4 5 X12'.<` r.+ .�rl:<t "min ter�_yr :0 5 O.14 '2_- ,Oz; F c. ;.. ..-� 3:_ r0�e:;: 3� .z5.:0!;ZN• »5Y 8'6 1,1'6'3 13 N7 max .315 2 .018 2 0 5 0 5 0 2 1 3.822e-3 2 .rimin 1;,:x127;::.. 3.1 * �'':008i=:� �5 F'"0 k, ", -,'0' -. _: 2 tx 0 Mfr: ,a 5. =1 `6346-3' ' 5'.`�+ 15 N8Y max .595 2 .001 5 0 2 0 5 0 2 -8.571 e-4 5 �16 �, i-hi6. 014'' .5 =.006: k� 2 r 0 z..1 "; r SOS r ?:Z Y0Y,a"z,• x396=3 17 N9 max .309 4 .001 5 0 5 0 5' 0 2 3.823e-3 2 318 �: _ 3 ��...�7 *' . -in :t c1.241r; r1743`;e.0052 O!WQt7 2�t S' O0IPAN - -1'5:u'=1f63:4e=3 'i5#• 19. N10 max .197 3 .154 5 0 4 0 1-1.076e-4 5 6.076e-4 3 X20 _,.,+.x... i. min _,-x.0111 ..'1 ?: 9350 Q 03. �' t.rn0 s �- i:4-1=753es4 ;:y3 f f1' 21 N11 max .188 3' .164 5 0 5 0' 1 .0 2 6.25e-4 3 '22', ... 0 �: i, .9 0,'?f 5� RE,O ��=e 23 N12 max' .278 4 .093 5 0 1 5 0 5 0 2 1 5.29e-3 2 `.min iso".09T" f1 a'247�:` `2 , =0 n 2:r 4. '0 �;"t 2"z ;�V�=0x5t?'1,'4766=21 5:?'• .. N13 max 1 .2 5 .121 5, 0 2 0 2 0 2 1 8.936e-4 5 RISA -3D -Version 14.0.0 [\...\...\...\...\...\...\:..\Main Truss\Main Frame -Middle Truss 40x8Oxl 4. R3D] Page 3 , 26 n-=:, 1 Company PSEI k Dec 9, 2015 :2 �' /, Designer MRD 5 ' 3:28 PM `54 '-3:1736'3 --2---, 27 Job Number Strat-O-Span 215-25 ' Checked By: T E C H N o L o G I E S Model Name Main Intermediate Frame 2 - Envelope Joint Displacements (Continued) 2 , 28' Joint X rinl LC Y finl LC Z rinl LC X Rotation ... LC Y Rotation ... LC Z Rotation ... LC , 26 n-=:, 1 min =:019 ": 2 _.877 -. :2 0 ` 5: ` 0 ..-• ` '' 5 ' 0' `54 '-3:1736'3 --2---, 27 N14 max .197 3 .136 5 0 2 0 2 0 2 7.875e-4 5 28' 3 min =.004 2 -.924 2 0 5' 0 5 0 5-1.9266-3 " 2 29 N15 max .201 3 19 5 ;0 5 0 5 0 2 3.173e-3 2 30 5 min .008-, 1 -.877 2 0 2. 0 2 0 5 3.545e-5 5 31 N16 max .197 3 186 5 0 5 0 5 0 2 1.926e-3 2 32 7 min .002 1 -.924 2 0 2 0 2 0 5. 2.955e-4 5 Envelope Member Section Forces • Member Sec Axialfkl LC v Shear k ... z Shear k ... Tor ue k...... Momen... LC z -z Mome... LC 1 M1 1 max 3.307 2 .509 5 0 1 0 1 0 1 .827 5 2 - • min -.553, 5 -f-.435 ; 2 0 . 1 0 1 :... 0 1 ` `"• -2.153'. - 2 ' 3 2 max 3.3 2 .468 5 0 1 0 1 0 1 .179 2 4 min -.557 •'5 � -1.435 2 .0� 1 0 1 --,-,.,o 1 '. '.033 5 " 5 3 max 3.292 .2 .427 5 0 1 0. 1 0 1 2.51 2 6 min' -.562 5 ' -1.435 2 0 • - '' 1 0 = ` 1 ' 0 ,1` --.693 = 5 7 4 max 3.285 2 .386 5 0 1 0 1 0 1 4.841 2 8 min, -.566 5 -1.435 2 0 1 0 ;- '- 1 0 1 -1:354' S 9 5 max 3.277 2 .345 5 0 1 0 1 0 1 7.172 2 10> min..:> .. -.571% 5 -1.435- 2 ..,0 `. 1 0' ` 1 . -.0 ':`' ` :'T1":' "-1.947•= 5 11 M2 1 max -.006 5 .016 5 0 1 0 1 0 1 .004 5 12 -_ min -=.025f^ 2 =.076 - 2 -.0 1 0` 1 =0 _�: 1':ti'.=+ '.02 '2? 13 2 max -.005 5 .012 5 0 1 0 1 0 1 .002 5 .14 ; ` , 'min_ =.019 ° 2' -.057- , 2 . 0 1 0 1 47 0 `' 1 - :`_ -.011= 2". 15 3 max -.003 5 .008 5 0 1 0 1 0 1 .001 5 mm z- 0 13 f 2:" -:038 2- 0 1 0,., 1 "=0.1 <= -=.005::32 17 4 max -.002 5 .004 5 0 1 0 1 0 1 0 5 18 min.:. -.006''' t2 -.019":: 2 0 .. 1 0�.. 1 ..., 0;.. 1 -....; r-=:001 ., --2,- 19 5 max 0 1 -•0 5 0 1 0 1 0 1 0 1 20 min 0 1 0 2 0 111 0 1 0 1. 0 1 21 3 1 max .8 . 2 .013 4 0 5 0 1 0 1 0 1 22 min -1.09 5 :008 5 0 4 0 1 0' 1 0 1 23 .2 max 4.843 2 .006 4 0 5 0 1 .016 4 -.01 5 .24 min -1.097 5 • •.004_ ` 5 Y`0 _` 4 0 - 1 ' -.01 .5 =.016 `• ` 4 25 1 3 max 4.832 2 0 1 0 1 0 1 .021 4 -.013 5 26, Y, „..;^ mm. ,-1 103 5 0 1 `0`= 1 = 0% 1 ��':013` �'�_s5 - -:021- ,4°' 27 4 max 4.821 2 -.004 5 0 5 0 1 .016 4 -.01 5. 28 �.: =:jmin -h :109" _✓ 5'� 006:x+ 2 0:: 4 >:::0' Y- 1 ''L'.01� � T� -.016. 4 29 5 max 4.811- 2 -:008 5 0 5 0 11 0 1 0 1 ' 16, 5 .-013 2.Os 4 ; 1 -�j03 31 M4 .1 max - .361 5 1.103 2 0 1 0 1 0 1 7.172 2 =32 s �:.: ;_ =-rnrn." �2 ":881 2- :218, 5 t,,0`5, 1 ,-. :,0 1 .�0 �. _ _1;T; x"-1`.947,x:5g'- 33 max .357 5 1.103 2. 0 1 0 1 0 15.379 2 .'34 = i r,.� 'min ` =:889. � :2y..: i 259`x4 5 t� s 0 y-" 1 0. 1 0 "� tt 1':- r: x'1.56 «= 3.5 ' 35 3 max .352 5 1.103 2 0 1 0 1 0 1 3.586 2 .1 t? K -. �Y L rc�. ,.36;sx.r=: � .; . ..e min �� iT,�T'•' y�'� S„ y *Y - -.896.. :2, �Y `+,�'. ' F, Y:'3 ..K, 5 ..�0' .�_ 1 .? .y�: P ."ITOTa"� 1 e3Y` sia Y k ya , ,.:. e 0���e ,t:,..1�� =1:107=: ^5:,: 37 4 max .348 5 1.103 2 0 11 0 1 0 1 1.793 '2 38 y�� j -mirr `904a°�` 2 � 341 5 3 _.0''.. 1 .0 w? 1 - O ket =5587 5 39 5 ` max .343 5 ,1.103 2 0 1 0" 1 0 1 0 1 '40.,=0 .-� :10 41 M5 1 max .464 5 .221 5 0 1 0 , 1 0 1 .02 '2 a. � 7F &`a.; . `„ •t is i , ,Ks fr " `42`' :�x,F. t `miriE,f, Kt."1:365 . -2.;- r :: '.6,.; =; 2 .a' 0 :1 1!'asTs `i '0 1 acZf '"• r3 d= 6'T `'9P 7F :n'S' ..ti ,+a SMO '�; *ss1 Y.-.004. ,5 m: ..904 43 2 max .45 5 .26 5 0 1 0 1 0 1 2 'i t,. 44'i , ,��..i4� icC t Rte_ tii min;=1:427 .2•° 784 2p,c, r. ; z; 1 kfk0 : 1 Y ��? 0. ��1 45 3 max .435 5 .299 151 0 Ill 0 11 0 - 1 2.023 2 RISA -3D Version 14.0.0 [\...\...\...\..A ... \...\... Wain Truss\Main Frame -Middle Truss 40x80xl4.R3D] Page 4. 46'w Company PSEI Dec 9, 2015 J IF Designer Job Number MRD Strat-O-Span 215-25 3:28 PM ! _7' Checked 1 0 `' ' 1 By: T E c H N o L o c I ES Model Name Main Intermediate Frame 47 4 max .42 5 Envelope Member Section Forces (Continued) 5 KAamhar Car 1 Gvialrkl I r , Cha.rrlrl Cha.rfLl T ...w ,: KA -m I f, nn,,..,e I r 46'w "' min ' -1:488.-- 2 --.968 2 0 ` 1 0 `' ' 1 '.' 0 1 =:669 5 47 4 max .42 5 .339 5 0 1 0 1 0 1 3.377 2. 48 min -1.549 2 -1.152 2 0 1 0. 1 0 1 -1.076 5 49 5 max AO,5 5 .378 5 0 1 0 1 0 1 4.966 2 50 min TI -1.61 1N 2 -1.337' 2 0 1 0 1 0 1 -1.534 5 51 M6 1 max 5 .018 13 0 151 0 1 1 0 1 0 1 1 52 min -3.473 2 .011 5 0 2 0 1 0 1 0 1 53 2 max .21 T 5 .014 3 0 5 0 1 .01 3 -.006 5 54 min -3.473 2 .008 5 0 2 0 1 .006 5 -.01 3' 55 3 max .214 5 .009 3 0 5 0 1 .017 3 -.01 5 56 min -3.473 2 .006 5 0 2 0 1 .01 5 -.017 .3' 57 1 1 4 max .214 5 .004 3 0 15 0 1 .021 3 -.013 1 5,. 58 min -3.473 2 .003 5 0 12 0 1 .013 5 t-.021 3 595 max .214 5 0 5 0 5 0 1 .022 3 -.014 5 60 min -3.473 2 -.001 - 2 0 2 0 1 •.014 5 -.022 3 61VMW 1 max 4.618 2 .171 5 0 1 0 1 0 1 1.457 2 62 min -.818 5 -1.535 2 0 1- 0 1 0 1 -.101 5 63 2 max 4.662 2 .142 5 0 1 0 1 0 1 2.811 2 64 min -.808 5 -1.402 2. 0 1 0 1 0- 1 -.245 5- 65 3 max 4.707 2 .114 5 0 1 0 1 0 1 4.042 2 66- min -.797` 5' -1.268 2 • - 0 1 0" 1 0 1 -.363- 5 67 4 max 4.751 2 .086 5 0 11 0 1 0 1 5.151 2 68 min - 5 -1:135 ` 2 0 1 '0." 1 -0 1 -.455.` 5 69 5 max 4.79 2 .057 5 0 1 0 1 0 1 6.137 2 70` min- -.776 ' .5 -1.002 2 0` 1 0, 1 0° l' -.521 5 71 M8 1 max 2.063 2 1.795 2 0 1 0 1 0 1 4.966 2 72'min -.435 5` -.355 5 - 0 ' 1 0 - . 1 0 1` -1.534 5' 73 • 2 max 1.943 2 1.435 2 0 1 0 1 0 1 .929 2 74 min -.464 5 -.278 5•- 0 1 0 -:_ •- 1 -' 0 1 -.741 5 75 3 max 1.823 2 1.074 2 0 1 0 1 0 1 -.141 5 76 min -.493 5 -.202 5 0 1 0 1 0 1 -2.207 2 77 4 max 1.702 2 .713 2 0 1 0 1 0 1 .267 5 78 in -.522 5 -.125 5 0 1 0 1 0 1 -4.442 2- 79 5 max 1.582 2 .353 2 0 1 0 1 0 1 .483 5 80 min -.551 5 -.048 5 0 1 0 1 0 .1 -5.774 2 81 M9 1 max 3.307 2 1.435 2 0 1 0 1 0 1 2:153 2 82, : :min -.524 .': 5 " -.128 5 . .0 1' ' 0-••:: 1 - 0 1 =.0271 5 83 2 max 3.3 2 1.435 2 0 1 0 1 0 1 .181 5 84 J ` min' _ ,., -.529. 5 ..-.128 - 5 : 'Oy.f .1 p".w 1 p' 1 ':179= 2 85 3 max 3.292 2 1.435 2 0 1 0 1 0- 1 .39 5 86=` = .min - -.533r : 5' ' -:128 =' 5 0 • . 1 : 0.: e 1 0,. �. 1. °-2.51.. i 2- 87 4 max 3.285 2 1.435 2 0 1 0 1 0 1 .599 5 `mm�. r = 538 5=. -X128'- 5 0 :,:: 1 . ?-. 0'r 1 ^'=..0 �_ , „�1 '4'.841"�. •.2=,�. 89 5 max .3.277 2 1.435 2 0 11 0 1 0 1 .808 5 :.90,. �' ='r' - _4min <.542� , - .5. -:128 ' 5 av0 f� 4 0 �'= 1 0�, tw i1; v =7.1.72 ` 2>- 91 M10 1 max -.006 5 .076 2 0 1 0 1 0- 1 .02 2 92� k' rs Vmm» n -.025". :2:" '1.021` 5 "01 t. 1 ?0:, 1 ,; j0.»�s �^ _,1fi:� '-.005"` {5 ^: 93 2 max -.005 5 .057 21*' R 0 1 0. 1 0 1 .011 2 .94`� T :��._ ,-��� =nminT -.019 ' >2 _ =:015x 50'. " 1 _�'' 0.`j "' 1 :�r'�0 f �' =1 { % •' Y '003,ti 5'� 95 3 max -.003' 5 .038 2 0 Ill 0 11 0 1 005 2 "rmm -.013; ` i'!2` ": x.01 c� • 5 0' 1 ;-,` O :� z � 4 �, -0 1' �, ,.z� .1 `_ _ `:001:'t ' i 5 '� t. aY 97 4 max -.002 5 .019 - 2 0 1 0 1 0 1 .001 2. Amin " '! .',-:006' 2s � ^:005:=Y 5 0 � 1 �0 ''s= 1 r t,> .�1 �`?._ 0 �s 57.s 99 5 max 0 1 0 2 0 1 0 1 0 1 0 1 :100 E �> min.= !;:� 0 `r: 1 ,� °0:''v' 3 ,0:x;..�: 1, "'?'0 �= r :r.. 1 :i';Or 3� .,az1,:t.. ��*r 0` 101 M11 1 max 4.853 2 .013 2 0 2 0 1 0 1 0 1 102 I �*+-:483 5.; _ r::e 6 , ..- ��;mm� -t 008: 5 � 4 :Og.?: :1 >"�� ,.t a •=�:.:1;� � 0 s: �� ':1 � . RISA -3D Version 14.0.0 [\...\...\...\...\...\...\...\Main Truss\Main Frame -Middle Truss 40x80xl4.R3D] Page 5 Company PSEI S Dec 9,2015 �y F Designer MRD 3:28 PM g � Tom, ��„����1�'�•.� Job Number Strat-O-Span 215-25 ) ", � Checked By: T e c H N o L o c I e s Model Name Main Intermediate Frame Envelope Member Section Forces.( Continued) ' Member . Sec Axiairkl LC v Shear k ... z Shear k ... Tor ue k...... Momen... LC z -z Mome... ' LC 103 2 maj 4.843 2 .006 2 0 2 0 1 .016_ 2 -.01 5 104: min -.489 .: 5- •v .004• 5 0' 1 0' 1 - .01 `� --•." 5 -.016 2105 3 ma 4.832 2 0 1 0 1 0 1 .021 2 -:013 5 106 min -.495. 5 0 1 0 .- 1 0 1 .013 - 5 -.021 2 107 4 max 4.821 2 -.004 5 0 2 0 1 .016. 2 -.01 5 108 min -.502 5 -.006 4 0 ll 0 1 .01. 1 5 -.016 2 109 5 max -4.811 2 =.008. 5 0 2 0 1 0 1 0 1 110 min -.508 5 -.013 4- 0 1 0 1 0 1 0 1 111, M12 1 max -.131 5 .124 5 0 1 0 1 0 1 .808 5 112 min 1 '-.881 2 -1.103 2 0 1 0 1 0 1 =7.172 2 113 2 max -.136 5 .124 5 0 1 0 1 0 1 .606 5 114 min -.889. 2 •'•• • -1.103 12 0 11 0 11 0 1 :.. -5.379' 2" 115 3 max -.14 1 5 .124 5 0 1 0 1 0 1 .404. 5 116 min -.896 2 '1.103: 2 0 1 0 1 0. 1 '-3.586 - 2 117 4 max -.145 5 .124 5 0 1 0 1 0 1 .202 5 118 min 1, -.904 = 2"'. -'-1.103 2 0 1 --0 1 0 `` 1' .-1.793' '.2_ 119 5 max -.149 5 .124 5 0 1 0 1 0 1 0 1 120 - min -.911 2 --1.103 21 0 ll 0 1 1 0 1 1 "- 0 1 121 M13 1 max .065 5 .6 2 '0. 1 0 1 0 1 .005 5 122, min. -1.365 ' 2- .161 5 0 1 0•.' 1 .0 1 . '.02 ~: 2 123 2 max .05 5 .784 2 0 1 0 1 0 1 -.168 5 124 �, .: '-; min, - :; =1.427 2 111 5 _. - 0 1 ' ' 0 1 0 :=r:1 •' -.904 2--- 125 3 max 1 .035 5 .968 2 0 1 0 1- 0 1 -.277 5 126 min' -1.488'- 2- •.061".- 5 0 1 0:-' 1 • 0 .1 -'' -2.023 12 t 127 4 max .021 5 1.1522 0 1 0'' 1 0 1 -.323 5 128 _> min =1.549' `2 011 '. 5 :. 0 1 0 1 0: ' , : , ; :1 • , ': -3:377 . = 2 129• 5 max .006 5 1.337 2 0 1 0 1 0 1 -.305 5 130 min` =1.611 2 -:039"" 5 ='0 ` 1 0 " 1 0 �:A •1 =4.966': 2 131 M14 1 max .214 5 .018 3 0 1 0 1 0 1 0 1 132 min • -3.473. '. 2 .011 5 0 4 0 1 0 1 - 0 1' 133 2 max .214 5 .014 3 0 111 0 1 .01 3 -.006 5 134 min -3.473 2 .008 5 0 4 0 1 .006 5 -.01 3 135 -3 max .214 5 .009 3 0 1 0 1 .017 3 -.01 5 136 min 1 -3.473 2 .006 5 0 4 -0 1 ..01 5 -.017 3 137 4 max .214 5 .004 3 0 1 • 0 1 .021 3 -.013 5 13811-, min =3.473 :. 2 .. •,:.003 7=. 51 0 4 0'. ' 1 � "-.013 ., .;... ; 5 .: �:,;, . '-.021 '3 . 139 5 max :214 5 0 5 0 Ill 0' 1 1 .022 3 -.014 5 140 _" - �'mm ^1 ;:=3:473: z2� -.001+ 2 "0' 4 Oji' 1 014'; r.;5.L-s=:022r�f r3' 141 M15 max 4.618 2 1.535 2 0 1 0 1 0 1 .101 5 X142= i-:�: � "�`5T:k, 355`= 5 COs`.-_ 1 1 p,, rr ,-, �:.1 �, ; �_1'.457v''.�2•` 143 2 max 4.662 2 1.402 2 0 1 0 1 0 1 .411 5 144 :� w -_ : ,z -mm ='--:746 5'i ='318= e 5 0: .� 1 » ,0, 1 �:,�: 0 ".�. 1 � =2.811.= 3 max 4.707 2 1.268 2 0 1 0 1 0 1 .688 ;146. i 735.s� : 5 ::��:282.9 5 0 1 .10 y 1 j2j,�zz145 " .0'r a 1- =4.042147- 4 max 4.751 2 1.135 2 0 1 0 1 0 1 .932 T48i: -`' z min`_ 24s `5.246`; 5 .#.0.11 1 !.o0.� 1 "�.0�;"r {T 4�''-.1 ; ..� =5' 51 149 5 max 4.79 2 1.002 2 0 1 0 1 0 1 1.143 150' � a ;`.amm w tr .. 5 �-z'.21: �. 5 4.0- 1 ,-0 1 Ofi=6.137 2Y, 151 M16 1 max 2.063 2 299 5 0 1 0 1 0 1 -.305 5 152. a V u 1 .mfn =.;374 it a 5r= '11,79S 4• 2 rw�_p 1 7-x0_ 1 F 01�z,� 9�� V,1k. -- W=4.966 ; 22`v' 153 2 max 1.943 2 .201 5 0 1 -0 1 0 1 -.381 1 A 64 :W!Nps z. = ' min?`W-!.403'=' W5� =7=1'435 2 .. 0 1 _»y� 0 . 1 M 0 s 1:,_M -�,=:1.347 : Ae4 : 155 3 max 1.823 2 .103 5 0 1 0 1 0 1 2.207• 2 ti156. 5"�1:074 2 034 "1 Pff0 .1 ?�.r:�0'�.{.*• '�'r.._,i.1:�:.-, �-:1.31.. .}T'�5;,:� 157 4 max 1.702 2 .005 5 0 1 0 11 0. 1 4.442 2 :13'`1{ r� i .f46�.tr�515$:w ••,:; mjaI Z-1 1. 1 r8 !-Z :-1:.445, �5lr O 1 159 . 5 1 max 1.582 1 2 -.092 5 0 - Ill 0 1 0 1 5.774 2 RISA -3D Version 14.0.0 [\...\...\...\..A ... \...\... Wain Truss\Main Frame -Middle Truss 40x8Oxl4.R3D] Page 6 ' J Company PSEI Dec 9, 2015 r P Designer MRD 3:28 PM Job Number Strat-O-S an 215-25 I '.' p r Checked By: T E.C H N D L D G I E S Model Name Main Intermediate Frame ' Envelope Member Section Forces (Continued) Uomhar Cor ChoorrLl Tn iorL ., RAnm 1 r nn,....,, I r 160 M3 min -.489 5 -.353 2 0 1 0 1 0 1 - - ... _... _... -1.337 5 161 M17 1 max 1.582 2 .343 2 0 1 0 1 0 1 .483 5 162 .864 min -.551 5 -.048 5 0 1 0 1 0 1 -5.774 2, 163 2 max 1.563 2 .286 2 0 1 0 1 0 1 .5 5 164 48.018 min -.556 5 -.036 5 0 1 0 1 0 1 -5.899 2 165 3 max 1.544 2 .229 21 0 Ill 0 1 0 1 .512 5 166 .679 min -.56 5 -.024 5 0 1 0 1 0 1 -6.001 2 167 4 max 1.525 2 .172 2 0 1 0 1 0 1 .519 5 168 140oS25:°..029 min -.565 5 -.012 5 0 1 0 Y 1 0 1 -6.08 2 169 5 max 1.506 2 .115 2 0 1 0 1 0 1 .521 5- ' 170 .6 min -.569 5 0 5 0 1 0 1 0 1 -6.137 2 171 M18 1 max 1.582 2 -.092 5 0 11 0 11 0 1 5.774 2 172 1.205 min -.489 5 -.343 21 0 1 0 1 0 3 1 -1.337 5 173 2 max 1.563 2 -.107 5 0 1 0 1 0 1 5.899 2 174 2 min -.494 5 -286 2 0 1 0 1 0 1 -1.297 5 175 3 max 1.544 2 -.097 1 0 1 0 1 0 1 6.001 2 176 min 1 -.498 5 -.244 4 0 1 0 1 0 1 -1.252 5 177 4 max 1.525 2 -.075 1 0 1 0 1 1 0 1 6.08 2 178 min -.503 5 -.217 41 0 Ill 0 1 0 1 -1.2 5 179 5 max 1.506 2 1 -.052 -11 0 Ill 0 1 0 1 6.137 2 180 min -.508 5 -.191 4 0 1 0 1 0 1 -1.143 5 Envelope RISC 14th(360-10): ASD Steel Code Checks Member Sha e Code C... Locfftl LC Shear Locrftl Dir LC Pnc/om rkl Pnt/om rkl Mn om Mnzz/om Cb Eon 1 M3 L3x3x4 1 .864 14.33212 1 .001 1 0 1 v 14 1 5.758 39.665 I 1.435 1 2.211 11 .. H2-1 2 M6 L3x3x4 .108 3.245 2 .001 03 2 27.613 39.665 1.435 3.001 1... H2-1 3 M11 L3x3x4 .864 4.332 2 .001 9.452 4 5.758 39.665 1.435 2.211 1... 1-12-1 4 M14 L3x3x4 .108 3.245 2 1 .6 .6 C5.1.1-2 27.613 1 39.665 1 1.435 3.001 5.108 ' Envelope AISI S100-12: ASD Cold Formed Steel Code Checks Mamhar Chino rnrio I n rfn 1 r Chi.,. 1 --r4i n,. I i^ m_ie,%_nn T_/i ..nn nn...... r^ nn___i� n� r•_.... ��__ r__ 1 M1 80OS250.. .973 6.5 2 1.126 0 1 v 2 127.684 .... _....... 45.12 ..... ._........_.r 1.497 .-... 8.39 �., ..,... 1 .6 .....�� .48 . C5.2.1-3 2 M2 140OS25.. .029 0 , 2 .029 0 13.464 48.018 1.205 9.958 1 .6 .85 C3.3.1-1 3 M4 80OS250.. .894 0 2 .097 0 __L 2 18.699 45.12 1.497 7.849 1 .6 .6 C5.1.1-2 4 M5 140OS25.. .710 5.108 2 .505 5.108 v 2 10.833 48.018 1.205 9.958 1.861 .6 .85' C3.3.1-1 5 M7 140OS25.. .888 3.689 2 .580 0 2 17.67 48.018 1.205 9.958 1 .6 .85 C5.2.1-2 6 M8' 140os25.. .842 0 2 .679 0 v 12 10.833 48.018 1.205 9.958 1 .6 .85' C3.3.1-1 7 M9 8005250.. .973 6.5 2 .126 0 2 27.684 45.12 1.497 8.39 1 .6 .48 C5.2.1-3 8 - M10 . 140oS25:°..029 0 2 .029 0 2 13.464 48.018 1.205 `9.958 1 . .6' '.85 C3.3.T 1 9 M12 8005250.. .860 0 2 .097 02 18.699 45.12 1.497 8.39 1 .6 .6 C3.3.1-1 10' M13. 140OS25.. :710 5.108 2 .505 5.108 _L 10.833 48.018 1.205 9.958 1 .6 .85 C3.3.1-1 11 M15 140OS25.. .967 3.689 2 .580 02 10.833 48.018 1.205 9.958 1 .6 .85 C5.2.1-1 12 M16. 140OS25.. .842 ` 0 2 .679 0 � . 2 7.675 48.018 1.205 9.958 1.833. .6 - ..85 C3:3.1-1 13 M17 1400525.. .748 1.581 2 .130 0 2 11.433 48.018 1.205 9.958 1 .6 .85 C5.2.1-3 ' 14 M18 1400S25'.. .842 1.581 2' .130 0' 2 11.433 48.018 1.205 .8.641 1.019 :..6 85 05.2.1-3 IRISA -31D Version 14.0.0 [\... \... \... \...\... \... \... Wain Truss\Main Frame -Middle Truss 40x8Oxl4.R3D] Page.7. Company SADesigner Job Number Model Name PSEI MRD Strat-O-Span 215-25 Main Intermediate Frame Dec 18, 2015 Checked By: Envelope Joint Reactions L.i..+ v rw 1 rr v ro i rr 7 ro i rr MY r4-f+l I f` MV r4 -f+1 I f` nA7 ne-Al I C RISA -31D Version 13.0.1 [\...\...\...\...\...\...\...\Main Truss\Main Frame -Middle Truss 40x80xl4.R3D] Page 1 ' ©��= fUmnsawffem 0��000 0©000000 m�®0�� 0©00000 RISA -31D Version 13.0.1 [\...\...\...\...\...\...\...\Main Truss\Main Frame -Middle Truss 40x80xl4.R3D] Page 1 ' ' Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 ._z Tel (541) 850300 FAX (541) 850233 Tel (541) 858-8500 www.structurel.com • Email: info structurel.com PROJECT NO. SHEET � OF ,:�.��-,,-�"�.x�'��• '� " PROJECT NAME DESIGNED BY I IIS"" DATE ' SUBJECT CHECKED BY DATE u) rO D t C/O f A Loads: BLC 1, Dead Envelope Only Solution PSEI MRD Strat-O-Span 215-25 .112k/ft Outter Intermediate Frame SK -2. Dec 18, 2015 at 12:38 PM OutterTruss-Middle Frame 12x80x8.R3D Loads: BLC 2, Roof Live Envelope Only Solution PSEI MRD Strat-O-Span 215-25 -.32k/ft Outter Intermediate Frame 5 SK -3 Dec 18, 2015 at 12:38 PM OutterTruss-Middle Frame 12x80x8.R3D y �LX t / Loads: BLC 3, WL (+GCpi) Envelope Only Solution PSEI SK -4 MRD Outter Intermediate Frame Dec 18, 2015 at 12:38 PM Strat-O-Span 215-25 OutterTruss-Middle Frame 12x80x8.R3D Member Code Checks Displayed (Enveloped) Envelope Only Solution ; PSEI MRD Strat-O-Span 215-25 Outter Intermediate Frame Code Check ( Env) No Calc > 1.0 "a .90-1.0 .75-.90 .50-.75 0.-.50 r®� SK -5 Dec 18, 2015 at 12:39 PM . OutterTruss-Middle Frame 12x80x8.R3D Company PSEI Dec 18, 2015 <. Designer MRD Job Number Strat-o-Span 215-25 Checked By: 111RObA Model Name Outter Intermediate Frame Cold Formed Steel PropertiesI r-, I)fj Cold Formed Steel Section Sets 1 1 Column I 80OS250-54 jQo1umnj None IA653 SS Gr... I Typical 1 .783 1 .614 1 7.47 1.0008361 2 1 Rafter I 8005250-97 I Ream ICS Defa.. 653 SS Gr... I Tvniral 1 1 �7 1 1 n1 1 19 R I nn5 Joint Coordinates and Temperatures I ok.l v rw v mi 7 rat rr1 1 N1 11.333333 0 0 0 2 N2 0 0 0 0 3 N3 0. 10.777778 0 0 4 N4 11.333333 7 0 0 5 N5 11.833333 6.833333 0 0 Joint Boundary Conditions Ininf I �kel v rLY..I v ri nni 7 rL6..1 v o..♦ n, cF/....11 v o,.a ri, a/....c1 7 o,.a n. 9,1_..J1 1 N1 Reaction Reaction Reaction Reaction Reaction S50 2 N2 Reaction Reaction Reaction Reaction Reaction S50 3 N3 Reaction 4 N4 Reaction Cold Formed Steel Design Parameters I nhol Chnnc I cnn 1 hvvrffl I h,>rffl I rm— I rm— I -fn Ilvvy— rm r`m r`k D orfrl Member Distributed Loads (BLC 1 : Dead) Member Distributed Loads (BLC 2: Roof Live) Member Distributed Loads (BLC 3: WL (+GCpi)) ' RISA -3D Version 13.0.1 [\...\...\...\...\...\...\... \OutterTruss\OutterTruss-Middle Frame 12x80x8.R3D] Page 1 Company : "" Dec 18, 2015 Designer : MRD 11IRMA Job Number Strat-O-Span 215-25 Checked By: Model Name Outter Intermediate Frame 01>� BLC Description Cateoory X Gravitv Y Gravitv Z Gravitv Joint Point Distribut... Area Me...Surface .. 1 Dead DL 2 2 Roof Live RLL 2 3 WL +GC i WL+Y 3 Load Combinations n.......:..I:-- C o c DI r` C.. DI r, C., DI r` Load Combination Design ACIC r•n ADIC D.,IInAf'MA Cnr W—A r`nnrrefn hAnenn— Fnnfinnc Allimimim r.nnnar•f•i 1 1 IBC 16-8 Yes Yes Yes Yes Yes Yes Yes Yes I Yes 2 IBC 16-10 a Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-12 a Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-13 a Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-15 Yes Yes I Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions n v nn I r 7 rLl I r` ' r.Av rl. w I r• uv rL_f41 I r` RA7 rL_W 1 r` Envelope Member Section Forces _ _ _ . • ... , . — I n _ t,L__.n.l I r` T_......,rl. RISA -3D Version 13.0.1[\...\...\...\...\...\...\...\Outter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Page 2 om��000 000000a o��®�soo 0000�000 o��®moo© : • oo������� Envelope Member Section Forces _ _ _ . • ... , . — I n _ t,L__.n.l I r` T_......,rl. RISA -3D Version 13.0.1[\...\...\...\...\...\...\...\Outter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Page 2 ' Company PS.EI Dec 18, 2015 1IR�� Designer MRD ' Job Number Strat-O-Span 215-25 Checked By: Model Name Outter Intermediate Frame Envelope Member Section Forces (Continued) f �� Momhcr Ccr• Avi.lrlrl I r v Rh—rlrl I C o ChmrrO 1 r^ Tn —R -f11 1 (` ., KA^— I r` KA.....e., I r` I Envelope Member Section Deflections Member Sec x finl LC v finl LC z finl LC x Rotate fr... LC (n) Uv Ratio LC (n) Uz Ratio LC ©��®000000aomomo ©�©moo©a©a000momo IN o��® � � ©000000momo ©�©moo©o©0000momo o��® � � ©000000momo o�o� � � ©o©0000momo m��®�©on0000momo m��®a©�©0000momo ®�©� , , © � . ©0000 • � • ©mo m��®a© • • ©0000 - � .:. ©mo m��®o©�©0000 : • • ©mo m�o� � � © � . ©0000 • - • ©mo m��®o©�©0000momo mmo�oo�oa000momo m��®00000000momo m��©moo©o©0000momo I Envelope Member Section Deflections Member Sec x finl LC v finl LC z finl LC x Rotate fr... LC (n) Uv Ratio LC (n) Uz Ratio LC IRISA -3D Version 13.0.1 [\... \... \... \... \... \... \... \Gutter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Page 3 ©��®000000aomomo ©�©moo©a©a000momo o��® � � ©000000momo ©�©moo©o©0000momo o��® � � ©000000momo o�o� � � ©o©0000momo m��®�©on0000momo m��®a©�©0000momo ®�©� , , © � . ©0000 • � • ©mo m��®a© • • ©0000 - � .:. ©mo m��®o©�©0000 : • • ©mo m�o� � � © � . ©0000 • - • ©mo m��®o©�©0000momo mmo�oo�oa000momo m��®00000000momo m��©moo©o©0000momo m�■�® � � ©o©0000momo IRISA -3D Version 13.0.1 [\... \... \... \... \... \... \... \Gutter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Page 3 Company PSEI Dec 18, 2015 ' Designer MRD Job Number Strat-O-Span 215-25 Checked By:111ROSA ' Model Name Outter Intermediate Frame Envelope Member Section Deflections (Continued) 1y� enr` .. DMf. fr I r` /n1 I 1 r /n\ I h R.fin I C 1 28 M1 min -.011 2 0 5 0 1 0 1 NC 1 NC 1 29 5 max .002 5 .001 2 0 1 0 1 NC 1 NC 1 30 .6 min -.014 2 0 5 0 1 0 1 NC 1 NC 1 31 M4 1 max .003 2 .002 5 0 1 0 1 NC 1 NC 1 32 41.018 min 0 5 -.01 2 0 1 0 1 NC - 1 NC 1 33 2 max 1 .003 2 .008 1 2 0 1 0 1 NC 1 NC 1 34 1 1 min 0 5 -.001 5 0 1 0 1 1 NC 1 NC 1 35 3 Imax .003 2 .025 2 0 1 0 1 NC 1 NC 1 36 min 0 5 -.004 5 0 1 0 1 NC 1 NC 1 37 4 max .003 - 2 .043 2 0 1 0 1 NC 1 NC 1 38 min 0 5 1 -.007 5 0 1 0 1 NC 1 NC 1. 39 5 max .003 2 .06 2 0 1 0 1 NC 1 NC 1 40 1 min 0 5 -.01 I1 0 1. NC 1 NC 1 Envelope AISI S100-12: ASD Cold Formed Steel Code Checks � n ---- 1 --rw r :- I � t'].. /ll....fl.l T.. /ll... fl.l hfi- ../n 1 M1 80OS250.. .321 0 2 v 4 8.759 23.443 .808 2.775 1 .6 .6 C5.2.1-1 2 M2 80oS250.. .947 6.098 2 .224 11.946 v 2 21.203 41.018 1.364 7.697 11.137 .6 .85 C5.2.1-3 3 M3 80OS250.. .299 0 2 .000 0 2 8.629 23.443 .83 1 3.695 1 .6 .6 C5.2.1-1 4 M4 80OS250.. .021 0 2 .020 0 2 21.203 41.018 1.364 7.697 1 .6 .85 C3.3.1-1 RISA -'3D Version 13.0.1 [\...\...\...\...\...\...\...\Gutter Truss\OutterTruss-Middle Frame 12x80x8.R3DJ Page 4 ' Company PSEI Dec 18, 2015 Mff%,SR. Designer MRD Job Number Strat-O-Span 215-25 Checked By: ' Model Name Outter Intermediate Frame Joint Reactions Y 1 e - LC Joint-Label 00 � 1 • 1 1 1 / ©� 1 ••: 1 1 , IS 1 ' RISA -3D Version 13.0.1 [\...\.:A ... \...\...\...\... \Gutter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Pagel Company Designer 111ROSAModel PSEI MRD Dec'18, 2015 Job Number Strat-O-Span 215-25 . Checked By: Name Cutter Intermediate Frame Joint Reactions Y Y rLl V mo 7 rLl .RAY f4 -w hAV ne-fn M7 r4 -fn .r t RISA -3D Version 13.0.1 [\...\. \...\...\...\...\....\Outter Truss\OutterTruss-Middle Frame 12x80x8.R3D] Page 2 Company ,. PSEI Dec 18, 2015 Designer MRD Job Number Strat-O-Span 215-25 Checked By: 1 Model Name Outter Intermediate Frame Joint Reactions- LC Joint Label X [1i] Y`[kj 1 Z 1k1 MX fk-fti MY fk-ftl M7 1 1 ' 1 1• • 1 1 RISA -3D Version 13.0.1 [\...\...\...\...\...\...\...\Gutter Truss\OutterTruss: Middle Frame 12x80x8.R3D] Page 3 I Precisian Structural Engineering. Enc. END FRAMEANALYSIS & DESIGN: Pages 1,200 — 1,399 250-A Main Street - Klamath Falls, OR. 97601 E -Mail: info(@structurel.com Web: vAvw.structurel.com Precision Structural Engineering, Inc. 250 Main Street, Suite A - Klamath Falls, OR 97601 Medford Office 836 Mason Way (off Sage Road) - Medford, OR 97501 Tel (541) 850-6300 - FAX (541) 850-6233 Tel (541) 858-8500 www.structurel.com - Email: info@structurel.com r PROJECT NO. -t SHEET OF PROJECT NAME DESIGNED BY DATE 1 6 SUBJECT CHECKED BY DATE L j -,LL- p j -p i PSE I SK -1 MRD Main Truss End Frame Dec 4, 2015 at 11:26 AM S trat-0-S pan 215-25 Main Frame -End Truss ao�o� 4.R3D Loads: BLC 1, Dead PSEI MRD Strat-0-Span 215-25 Main Truss End Frame 0 SK -2' Dec 4, 2015 at 11:27 AM Main Fran -.--End Truss 4MOxl4.R3D Loads: BLC 2, Roof Live PSEI 'SK '3 MRD Main Tniss End Frame Dec 4,.2015 at 11:27 AM Strat-O-SPan 215-25 Main Frarne—End Truss 4MOxl4.R3C 10 3 4 0 Loads: BLC 3, WLZ PSEI SK -4 MRD Main Tniss End Frame Dec 4, 2015 at 11:28 AM Strat-0-Span 215-25 Main Frame-EndTniss 4WW4.R3 i 10 3 4 0 Loads: BLC 3, WLZ PSEI SK -4 MRD Main Tniss End Frame Dec 4, 2015 at 11:28 AM Strat-0-Span 215-25 Main Frame-EndTniss 4WW4.R3 k Member Code Checks Displayed (Enveloped) Envelope Only Solution PSEI SK -5 MRD Main Truss End Frame Dec 4, 2015 at 11:58 AM St -at -O -S pan 215-25 Main Frame -End Truss 4MOx14.R3D 1 ZC9 . € Company PSEI Dec 4, 2015 �� ; t� � �'� �r" Designer MRD 12:11 PM r� ` Job Number : Strat-O-Span 215-25 Checked By. s Model Name Ma in Truss End Frame T E C C H H N O L O G I E S ' Cold Formed Steel -Properties Label E Iksil G Iksil Nu Therm WE F1 Densitvlk/ftA31 Yieldrksil Fulksil Cold Formed Steel Section Sets Label Shape Tvpe Desi n List Matedal Desi ri Rules A h2l lvv rin4lIzz Fin4l J fin4j 1 Columns 2x625xl4ga Column CS A653 SS Gr... I TVpical .818 .422 4.. .002 2 1 Rafters 60OS250-54 Beam CS A653SSGr... Typical .67 .563 3.82 . .000715 3 IWallGirtS 60OS250-54 Beam CS A653SSGr... Typical .67 .563 3.82 .000715 Joint Coordinates and Temperatures I ah.1 Y RI V FI 7 rfrl Tann MI r-f"h C..,.... rI;—I,.- 1 N1 0 1 13 0 0 2 N2 -.5 112.833333 Reaction 0 0 3 N3 0 0 0 0 4' N4 0 12 0 0 5 N5 0 7 0 0 6 N6 12.333333 7 0 0 7 N7 12.333333 0 0 0 8 N8 12.333333 17.111111 0 0 9 N9 39 13 0 0 10 N10 39.5 12.833333 0 0 11 N11 39 0 0 0 12 N 12 • 26.666667 0 ` 0 0 13 N13 39 12 0 0 14 N14 39 7 0 0 15 N15 26.666667 7 0 0 16 N16 26.666667 17.111111 0 0 17 N17 19.5 19.5 0 1 0 18 N 18 . 12.333333 12 0 0 19 N 19 26.666667 12 0 0 Joint Boundary Conditions _Inint 1 ah.1 Y Ile /nl V Re lnl 7 nrinl Y Dnf r4 -f+/—,41 V D.d rL A/—.n 7 D-+ M F+I,- A1 1 N3 Reaction Reaction Reaction Reaction Reaction 2 ' N7 ' ' Reaction Reaction • Reaction' Reaction Reaction`- 3 N12 Reaction Reaction Reaction Reaction Reaction "4 N11• Reaction" Reaction Reaction. Reaction Reaction.- ' Reaction 6 N8' Reacti'on< 7 N9 Reaction 'Reaction" RISA -31D Version 14.0.0 (\..\..\..\..\...\...\...Whin TrussWlain Frame -End Truss 40x8Ox14.R3D] Page 1 Cold Formed Steel Design Parameters I -tisl CMne t o I h....rfH I k—rffl I r n tnnfftl I r I _tnmu W— V— rm rm rh R .rftl v c c Company PSH Dec 4, 2015 ,.,;, I• f { Designer MRD 12:11 PM' 0 Job Number Strat-O-Span 215-25 Checked By. T E C H N O L O G I E S Model Name Main Truss End Frame Cold Formed Steel Design Parameters I -tisl CMne t o I h....rfH I k—rffl I r n tnnfftl I r I _tnmu W— V— rm rm rh R .rftl v c c Member Dis tributed Loads (BLC 1 : Dead) n A.,. kti i -ti-i nice f;-, Ctort AA o—;i.. rlc rlr Rt FI Gnrl KA.n nits irl arlr /ft F1 Start l nrnfinn r$ 0/1 Fnrl I nrnf nn rff 0/1 1 M5- Y -.028 -.028 0 0 2 M4 Y ---.028 -.028 0 0.- _3 3 M13 Y -.028 -.028 0 0 4 M25 Y -.028 . =.028 0 0 - 5 M17 Y -.028 -.028 1 0 0 6 M18- .- Y =.028 -.028 10 0 0 re Member Dis tributed Loads (BLC 1 : Dead) n A.,. kti i -ti-i nice f;-, Ctort AA o—;i.. rlc rlr Rt FI Gnrl KA.n nits irl arlr /ft F1 Start l nrnfinn r$ 0/1 Fnrl I nrnf nn rff 0/1 1 M5- Y -.028 -.028 0 0 2 M4 Y ---.028 -.028 0 0.- _3 3 M13 Y -.028 -.028 0 0 4 M25 Y -.028 . =.028 0 0 - 5 M17 Y -.028 -.028 1 0 0 6 M18- .- Y =.028 -.028 10 0 0 Member Distributed Loads (B L C 2 :Roof L.iv.e) nAe ,he.l oLol nirortinn ¢t.rt AA— H—icrli/B F1 Fnrl Unnnifitrip fk/R F1 Start I nrntinnfit °/1 Fnri I nrnfnnrft 0/0 1 Member Dis tributed Loads (B LC 3: WL Z) MemberLabel Direction Start MaqnitideM.Fl End Ma nitude F Start Locationft°/a End Locatonft% 1 M3 Z -.131 -.131 0 0 R ISA -3D Version 14.0.0 � A..` A..A..A...WI ain TrussWlain F ram e -E nd Truss 40x8Ox14.R3D] Page 2 M5 Y -.071 -.07-1 0 0 2. M4:. Y .. r`.07T-' ; =.071 ' _ 0 0, - 3 M13 Y -.071 -.071 0 0 4 M25> �;. , ;.. Y:: ;.071'= -.0711 0 .., 0 .. :._ . 5 M17 Y -.071 -.071 0 0 -6 M1 8 i Y' -.071:. -. 071 0 Member Dis tributed Loads (B LC 3: WL Z) MemberLabel Direction Start MaqnitideM.Fl End Ma nitude F Start Locationft°/a End Locatonft% 1 M3 Z -.131 -.131 0 0 R ISA -3D Version 14.0.0 � A..` A..A..A...WI ain TrussWlain F ram e -E nd Truss 40x8Ox14.R3D] Page 2 21 °r� Company Designer PSE I Dec 4, 2015. MRD 12:11 PM a Job Number Strat-C-Span 215 25 Checked By. i� <s r K 3 Mi. T e c H N o L o c 1 e s Model Name : Ma in Truss End Frame 0 0 4 Member Distributed Loads (B L C 3 : WL Z) (Continued.) MP mhPr I nhPI nirartinn Start Mannifi iHpfk/ft F1 Fnd Mannitnrlark/ft Fl Start 1 nrntinnr& 0/1 FnH I nrnfinnrff• 0/0 2 M2 Z -.131 -.131 0 0 3 Mi. Z -.131 -.131 0 0 4 M9 Z -.131 -.131 0 0 5 M8 Z -.131 -.131 0 0 6 M7 Z -.131 -.131 0 0 7 M 2 2 Z -.131 -.131 0 0 8 M21 Z -.131 -.131 0 0 9 M20 Z -.131 -.131 0 0 10 M16 Z -.131 -.131 0 0 11 M15 Z -.131 1 -.131 1 0 0 12 M14 Z -.131 -.131 1 0 0 Basic Load Cases Load Combinations r)-rHi tin Sn P S RI r. Far RI r: Far RICF=r'RICFar RIrFmr RIrFnr RIrPmr Rwi:nn RIrr- RIrFnr ' Envelope Joint Reactions Joint X Ikl I r' Y Ikl I r' 7 rkl 1 r MY rk_ffl 1 r. KAY fk-ftl I r. M7 fk-ftl 1 r: ,1 BLC Descri t... Category X Gra..Y Gra..Z Gra... Joint Point Distributed Ansa ...Surfs... 1 Dead DL 6 2 Roof Live RLL 6 3 WLZ WLZ 12 Load Combinations r)-rHi tin Sn P S RI r. Far RI r: Far RICF=r'RICFar RIrFmr RIrFnr RIrPmr Rwi:nn RIrr- RIrFnr ' Envelope Joint Reactions Joint X Ikl I r' Y Ikl I r' 7 rkl 1 r MY rk_ffl 1 r. KAY fk-ftl I r. M7 fk-ftl 1 r: ,1 N3 max .001 2 .859 2 .638 3 1.656 3 0 1 0 1 A2.'. , s. ,":., rili'n :- 0° .: "5'� t".':146 5� = ' 0„ 1'� O -t. ' 1. 0: .3- O'tr• t 1 3 N7 max 0 2 1.228 2 .841 3 2.879- 3 0 1 0 1 4.: min` 0: 5 `.208 :57' ,'O 1 0 1 0- ;3 5 N 12 max 0 5 1.228 2 .841 3 2.879 3 0 3 0 1 -.6 s ,> >' niin 1 0 ,., 2. :-,,:208. 5 0 1, ; 0; 1 Y 0 1 ', c 1 a 7 N11 maxi 0 5 .859 2 .638 3 1.656 3 0 3 0 1 -.001 2 146=". , 5' 0 . ,: 1= Wit. 0 ' ` ' ~1 r 0" 11 0.; f 'F .'I: ; 9 N1 max 0 1 0 1 .384 3 0 1 0 1 0 1 1O` p' i, s",.: ; miri` F- 0 1: 0 ;1: 0-' .1.,1, 1:4L 0 r_0. 11 N8 max 0 1 0 1 .504 5 0 1 0 1 0 1 min 1 0.',. 1 �,:. 0 %`'�'1� 0 a.:1'•'i0 a:., x.�_: 13 N9 max 0 1 0 1 .384 3 0 1 0 1 0 1 y14'= :. :, R,; min' 0 i? ;; 1'' 0 - 1 0 " . .1 {' '. 0 �'; r 1 0'y_ "` . 1. 0 .:= 't+' 1: f 15 N 16 max 0 1 0 1 .504 5 0 1 0 1 0 1 X16 p:� miri atr"'�.0 ry 1.,+0� �1;xr^0 " 1.,• �' <0 0 �1� a.0,.';1 ritE0li;:;1'.;Ir�. 17 Totals: max 0 2 4.174 2 4.733 3 .18:< 1`"h"'4�)q _�MaS-1J+, `' its.. r �� �.-�- "min `' 0,- :� .5 ..t 7,.�, Y -it fi h..d, t,. ri,j y4i. !7 �P .v.� 4 �'+r' �;~-P-'i� s•1�.P1� .C#"_. �i���i,.. .708'.:,_ 5.= 0.. ..:: 1 � '>,;. RISA -3D Version 14.0.0 [1...\.A. ..X..\...\...Whin TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 3 Envelope Member Setfion Forces AAc mhcr Cor A 4in 1 I C v Cho.rnrl Ch-rlrl T-- N, v_v AAnmcn 1 r 7a AA nma 1 C 1 M1 1 max /Z0�; 2 Company PSE 1 Dec 4, 2015 [Designer SNA.. r-fo + ' '� Job Number MRD Strat-O-Span 215-25 12:11 PM Checked By. C H L 0 O G G I E S T E C N O L Model Name Main Truss End Frame • Envelope Member Setfion Forces AAc mhcr Cor A 4in 1 I C v Cho.rnrl Ch-rlrl T-- N, v_v AAnmcn 1 r 7a AA nma 1 C 1 M1 1 max .859 2 .639 ' 3 .001 12 0 1 0 5 1.656 3 2 min .146 5 0 1 0 15- 0 3 -.004 2. 0 1 3. 2 max .859 2 .501 3 .001 2 0 1 0 5 .659 3 4 min ..146 5 0 1 0 5 0 3 -.002 2 0 1 5 3 max .859 2 .364 3• .001 2 0 1 0 2 0 6 min .146 5 0 1 .0 5 0 3 0 5 -.098 5 7 1 4 max 1 .859 2 .226 13 .001 21 0 1 .004. 2 0 1 8 min .146 5P08 1 0 5 0 3 0 5 -.614 3 9 5 max .859' 23 .001 2 0 1 .006 2 0 1 10 'min -.146 "5 :1 1- 0 5 0 3 ,•0 5' -_89 3 11 M2 1 max .859 25 0 5• 0 1 .006 .2 0 1 min' .146' _ 5"''1 . -.002. 2 0 '• ^ 3 '-- 0 5 -.89 3 13 2 max .859 2 0 1 0 5 0 1 .003 2 0 1 .14- min ; .146 ` 5'• -.011. 3 '-.002 2 - 0":- 3 0 5 =.938,. 3 15 3 max .859 2 0 1 0 5 0 1 0 2 0 1 16 min .146- 5 _ • -.109 3 . -.002 2 _ 01 3 • 0 5 -.863 1 17 4 max .859 2 0 1 0 5 0 1 0 5 0- 1 18. _"min. • ..146 `.. 5' =:207 3 _-.002 2 .' ' 0- ` 3 2.002' 2' =.666' 3 19 5 max .859 2 0 1 0 5 0 1 0 5 0 1 20: min • 146,x,: 5. �-.305x:3 '-.002 2 -•.0 3 '-.005° :2 -.346- 3- 21 ! M3 1. max .859 2 0 1 .65 2 0 1 0 5 0 1 22 '� :min: :-,.146,-,*;' 5 _: . 1=.306 3 ra�.1'1 " ' 5 . 0' .= 3 .--.005 ' 2" :-.346. 3- 23 2 max .859 2 •. 0 1 .65 2 0 1' .157 2 0 1 .24. ' °a 4 _• min': s :146 U'5`-� ; :-:326A 3 . r:11='^ 5 0 3 ".027 `, f5 .' '2126T 3 25 3 max .859 2 0 1 .65 2 0 1 .32 2 0 1 X26 = min`:' " .146 `` : 5 -:346` '13 '::1.1 P 5 0 3 ;.054 ` 5 : -.183' 3 27 4.w- max .859 2 0 1 .65 2 0 1 .482 2 0 1 28 `:min- '.146 5 ; _.365 -3 , ..•1 1, . 5 0 ; 3 ;''.082 5 -.094 `` 3 29 5 max .859 2 0 1 .65 2 0 1 .645- 2 0 1 30 min .146 5 =.385 ' 3 .11 5 0 3 .11 5 0_ 3 31 M4 1 max .466 2 .662 2 0 3 0 1 0 1 1.327 2 32 :i.miri :. ......079•:. .•.5::6.112 . 5 1._..O . 1 _-: 0 ;c': 3 :-__ 0 3' :.225x,. 5'. 33 2 max .567 2 .357 2 • 0 3 0 1 0 1 -.056 5 ;34 u _ m1ri E ".096: :'r5"? ..061y. 5 V0 .= 1 0' 3 < ` .;- 0� ,.. ..3 7-.329- 35 3 max :669 2 .051 2~ 0 3• 0 1 -0 1 -.168 5 : 36' �: 4 y r s m1 n -t� `"*.'-:113 ' "5 t' .1`.009-'` 5 }'.01 1 � ° 0:. 4, 3 :x'3 0 ± A-;! . 3? .. ' -:992 2 37 4 max .771 2 -.043 5 0 3 0 1 0 1 -.112 5 - m1n`-131r.9 '"`5sftis } xt!-.254`._ 2 .ff0' �K 1 �:.On 3 s:r"0 = 3°z -.663 19:2- 39 5 max 873 2 -.095 5 0 3 0 1 .0 5 658 2 1940; r� � -4, i e:mins. 148- ;�5au f'-.559 2 * 0U, 1 .i<_:x0 :`1 3 t0`ZIP; �� 1 �°;112it;''•5% 41 M5! 1 max -.003. 5 .05. 2 0 1 0 1 0 4 .013 2 min. 44"'017 7 «=2,-A iM.008 5 Y �O; 4 d:. 0. 1 0 � . ''� 1 > *x:5.002.= 5'= 43 2 max -.002 5 .037 2 0 1 0 1 0 4 .007 2 012ft ic�2. ''W.b0&N 5 0'1 4 0i ) 1 .rPb 14. •a; �001v1 * 5 45 3 max -.001 5 '.025 12 0 1 0 1 0 4 .003 2 _46 v,; y iy1 I;b ^.f4:% .i�• - .-J : •... �. f=t, „=mi HI. ;r-.008 . ,.,•2�" x.004 5 'L.012 A .� -t:O s 4 'RFS 'a 0' 1 :i�. 1 .S'�"f y =0. ,ti �� 1' 0 �: _"19.5,.- 47 4 max 0 5 2 0 0 1 01 4 0 2. �: {: >N i{ t [- "�'F 48 :# a�z 7 rt K min: i. Vii' -"004 r� {61 ? �ta� Y;� f�i 'i Y i� F�!^F° ,K! ^.1. \ -f -i c =29 ;s,�.002r:rK 5 M :0.�. 5. 4 : sO ,.S 5 1 C1'. 0 ? 1 ^S ._�i "'•2 '"f ��i 5• %� c0a< d ay.5' 49 5 max 0 1 0 2~ 0 1 0 1 0 1 0 1 '50-* •py;vs iVIVI At. 0,vv- 5 !V `r.0�� 51 M6 1 max 0 1 0 1 0- 2 0 11 0 1 5 1 0 1 RISA -31D Version 14.0.0Truss\Mlain Frame -End Truss 40x8oxl4.R3D] Page 4 Company. PSEI Dec 4,2015 Designer MRD 12:11 PM Job Number Strat-O-Span 21525 Checked By. `aJ' S Model Name Ma in Truss End Frame T E C H H N N O L O G I E S ' Envelope Member Section Forces (Continues/) AAamhor Ccr Avi.in l I C v Sh..rnrl Shm rrrl T- .rte ,i KAI r KAn..,o I !` 52 min 0 1 0' 1 0 5 0 1 -.004 2 0 1 53 2 max 0 1 0 1 0 2 0 1 0 5 0 1 54. min 0 1 0 1 0 5 0 1 -.002 2 0 1 55 3 max . 0 1 0 1 0 2 0 ' 1 0 5 0 1 56 min 0 1 0 .1 0 5 0 1 0 2 0 1 57 4 max 0 1 0 1 0 2 0 1 .001 2 0 1 58 min 0 1 0 1 0 5 0 1 0 5 0 1 59 5 max 0 1 0 1 0 2 0 1 .003 2 0 1 60 min 0 1 0 1 0 5 0 1 0 5 0 1 61 M7 1 max 1.229 2 .842 3 0 2 0 1 0 5 2.879 3 62. min .209 5- 0 1 0 5 0 3 -.004 2 0. 1' 63 2 max 1'.229 2 .705 3 0 2 0 1 0 5 1.526 3 64 min .209 5 0 ': 1 0 5 0 3 -.003 2" 0 1 65 3 max 1.229 2 .567 3 0 2 0 1 0 5 .413 3 66 min, .209 5 0 1 0 5 0 3 -.001 2 0 1 67 4 max 1.229 2 .43 3 0 2 0 1 0 2 0 1 68. min .209 5 0 1 0 5 0 3 0 5 -.459 3 69 5 max 1.229 2 .292 3 0 2 0 1 .002 2 0 1 70 min .209 5 0 1 : 0 5 0 3 0. 5 -1.09 3 71 M8 1 max 1.229 2 .291 3 .004 2 0 1 .002 2 0 1 72 miri 209 5" 0 .: 1 0. 5 0 3 :0- 5 =1.09. 3 73 2 max 1.229 2 .192 3 .004 2 0 1 .007 2 0 1 74: min:: .209 5' 0'' .' 1 0 5 0 3 .001- 5. -1.392, 3 75 3 max 1.229 2 .094 3 .004 2 0 1 .013 2 0 1 76.: min : .209 5 0 1. 0.� 5 •..0.. 3 .002 5 -1.571. 3 .. 77 4 max 1.229 2 0 1 .004 2 0 1 .018 2 0 1 78: :. min ....--.209. ` 5' _..004' 5 0 •_. 5 '. 0 3 .003" .5. -1.627. 3 79 5 max 1.229 2 0 1 .004 2 0 1 .023 2 0 1 80 .. .. min :209 :. :.209- 5 _.103: 5 0 5 0 : , . 3 x.004 .. 5." .: -1.561 :` 3 '. 81 81 M9 1 max 1.229 2 0 1 -.004 5 0 1 .023 2 0 1 82 min-. .209 5 -.105 3 -.025 2 .0 3: .004. 5 -1.561.• 3 83 2 max 1.229 2 0 1 -.004 5 0 1 -.001 5 0 1 -,Min :::::.•.209 ., 5 , :=:205.:.: 3 :.:025 2 ; :; 0 3 . -.009 `:.. .. 2 -1:363; '. 3'. 85 3 max 1.229 2 0 1 -.004 5 0 1 -.007 5 0 1 86'. : min ' 209 5 -.305 `: 3 -'.025 2 .:: 0 3 =.04 ; 2 -1.037 87 4 max 1.229 2 0 1 -.004 5 0 1 -.012 5 0 1 .881 - , , .= ming ' . t''209: -. - - 5` -:406:": 3 '-.025 2 `:'; 0 3 : -.-072J-' 2 • -'583:':- 3 =: 89 5 max 1.229 2 0 1 -.004 5 0 1 -.018 5 0 3 i90: 4, min. 3' =.025' 2 .,GO 3--,j0''- -:.103, 91 M10 91 1 max -.111 5 0 1 0 1 0 5 0' 1 0 1 _ 92 : `< x:. •: ;"_mm; >-.653.,. _ . ,. 14'0'. r } 93 2 max -.111 5 0 1 0 1 0 5 0 1 0 1 :1 0' 1 i:0 T 0a :• 1l' 1: 95 3 max -.111 5 0 1 0 1 0 5 0 1 0 1; °"0` , j< 97 4 max -.111 5 0 1 0 1 0 5 0 1 0 1 ' ;{ min.- ` 653 . x.. .,. ; 4 4.�. O v r^ wu. 1 0 =+ 99 5 max -.111 5 0 1 0. 1 0 5 0 1 0 1 1 001. k{ Sry M L j SY }k'' i .. 4 t -,: �1s�rF�:O:�{r, 101 Mil 1 mak. .004 2- 0 1 0 1 0 3 0 1 0 1 Y1.02 �kk0':ia r;}�K� .0...1 103 2 max .004 2 0 1 0 1 0 3 0 1 0 1 RISA-3D.Version 14.0.0 [�..\.. A.A...\...\...Wlain TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 6 A 104 R ISA-3D min 0 5 0' 1 Company PSEI Dec 4, 2015 >=' At . ' Des igner Job Number MRD Strat-O-Span 215-25 12:11 PM Checked By 105 3 max .004 2 N G I E S S T E 'C H N O L O Model Name Main Truss End Frame • 3 Envelope Member Section Forces (Continued) 1 0 A,6,I ILl I (I. .. Ch-rrO Qh-rLA Tnr--N, v_v KA-- 1 rl. 7_7 AA nmo 1 r. 104 R ISA-3D min 0 5 0' 1 0" 1 0 1 0:" 1 0 1 105 3 max .004 2 0 1 0 1 0 3 0 1 0 1 106 min 0 5 0 1 0 1 0 1 0 1 0 1 107 4 max .004 2 0 1 0 1 0 3 0 1 0 1 108 min 0 5 0 1 0 1 0 1 0 1 0 1 109 5 max .004 2 0 1 0 1 0 3 0 1 0 1 110 min. 0. 5 0 1. 0 1 0 1 0 1 0 1 111 M12 1 max 0 1 0 1 0 1 0 1 0 5 0 1 112 min` 0 1 •0 1 0° 1 0 1 0 2 0 1 113 2 max 0 1 0 1 0 1 0 1 0 5 .0 1 114 min 0 -1 0 1 -0 - 1 0 1 ;_10 2 0 1 115 3 max 0 1 0 1 0- 1 0 1 0 5 0 1 116 i ., min 0 '.1 0: 1 0'- 1 ' 0 ... 1 0:.. , . 12 ' 0 11 117 4 max 0 1 0 1 0 1 0 1 0 5 0 1 118 min' 0" 111. 0• 1 '0:-. 1 0, 1 0 2, 0 1 119 5 max - 0 1 0 1 0 1 0 1 0 5 0 1 .120 %"� min 0 •1 0 1 .. 0- 1 0 1 0, 2 0 1 121 ; M13 1 1. max .831 2 -.087 5 0 4 0 3 0 1 -.208 5 122 min = .141.. -5 . -.511 .� 2 " 0-' . 1 0'` .' 1 0 3 -1.223 2 123 2 max .772 .2 -.057 5 0 4 0 3 0 1 -.072 5 124" min-- "`{x:131 '`5 -:334 2 E p''0. 1 " 0 Y 1 0.' 3 -'.425,'2. 125. 3 max .713 2 -.027 5 0} 4 .0 3 0 1 .039 2 126 ,,. ; , `- `min .. .'I- ..12.1 r 5.: z =:157 ' 2 "0 ': 1 0' 1 °... 0' 3 "'.007:- ` 5. 127 4 max . .653. 2 .021 2 0 4 0 3 0 1 .167. 2 128 :'"'' ": '�;,' ; miin'r` °:111=: .-5 = .003:-, 5 - . 0: > 1 ,0 " : 1 _• 0- - "tt3 ' .028 _' 5. 129 5 max .594 2 .198 2 0 4 0 3 0 1 -.007 5 130` `.a ¢' min:-- "' :101: a -:,5 . .034_ 5 0 : , 1 0. i 1 p , "'3. =.039 .; 2: 131 M14 1 max .859 2 0 1 .001 2 0 3 0 5 0 1 132' r z;: '.min : :146 5' :639 ' 3 0 , 5 .., 0 .::: 1 '••=.004 2 - '_1.656. . 3 133 2 max .859 2 0 1 .001 2 0 3 0 5 0 1 '134. min- .146 -• 5 -.501 3 .-0 5 0 1 =.002 . -2 -.659. 3 135 3 max .859 2 0 1 .001 2 0 3 0 2 .098 5 :136' min : s146.. ; ;5 -?'-_.364.::3 :0`=.:`': 5 _' :0''Y 1 a . 0.•; .,. .: 5 137 4 max .859 2 0 1 .001 2 0 3 .004 2' .614 3 + _ 11.38 .M min: ;f ::146; K5� -.226 - 3 0'-, 5 ;:i0 ,� 1 .�.�W%- vx�5� 0.° 139 5 max .859 2 0 1 .001 2 0 3- .006 2 .89 . 3 140`:.x_ min -:.:%s :146;x`ia5 =`.089`.:' 3 0','x50' 1 ,,`:';0'��,5 �•0'»t 1: 141 M15 1 max .859 2 0 1 0 5 0 3 .006 .. 2 .89 3 rrrriri a 146 ,5R :088#° 5x""002.2 ;0 su ,1 :s! s0r "4'x5.1. ,'s V, 0.?r�. r1.4 143 2 max .859 ' 2 .011 3 0 5 0 3 .003 2 938 3 1.Fii ,=.146 -. � 5M:r 'iP0 1 .002 2 0> , 1 tws-y 0 , '. ,}..#5t .'0: 1 145 3 max .859 2 .109 3 0 5 0 3 0 2 .863 3 mlri .1 fi„w ��.��:002a 2 ,�'~��0 Y'�`�.�- 1 :�F_'`.0`':�:a .:�z�tf 5'r1°v"� �4�.:0:���1:.:-1'.r 147 4 max .859 2 .207 3 0 5 0 3 0 5 .666 3 r i, r ate? ;Kma v x:1:46 r._ :u.:Swalz0 1 t t < t i .='0022 2 t.t? 0 1.t= 0022 3'`.` r2. .; z., ". i:30.M,1 .o1`i4 5 859 2 305 3 0 5 0 3 0 5 346 3 146syv5t,x"`0 1 �= 002 2 ''`<0 kil48a�.cw.: M16 1 .859 2 .306 3 .65 2 0 3 0 5 .346 3 t.t. °`. �`kt:'1:4.64'JSF u« p?:1 �� ... . ?t=.a=1;1?.5 2 .859 2 .326 3 .65 2 0 3 .157' 2 .267 3 , A fin ,'ici_1',46:.k1;1 0:...'t r.027r 155 3 max .859 1 2 346 3 .65 2 0 13 .32 .2.- 2. RISA-3D Version 14.0.0 [�A.A.A.A..X.A...Wlain TrussWlain Frame -E nd Truss 40x8Oxl4.R3D) Page 6 - 5 F� r ri Company Designer PSEI MRD . F ' 0 Job Number Strat-O-Span 215-25 T TE C H N O l O G 1 E S Model Name Main Truss End Frame .12,12- Dec.4, 2015 12:11 PM Checked By. Envelope Member Section Forces (Continued) _ AAomhor Cor Avial llrl 1 r` v Chonrrhl Chonrn l Tnr .rle v KA nm I r• UA I r 156 min .146 5 0 1 .11 5 0 1 .054 5 0 1 157 4 max .859 2 .365 3 .65 2 0 3 .482 2 .094 3 158 min .146 5 0 1 .11 5 0 1 .082 5 0 1 159 5 max .859 2 .385 3 .65 2 0 3 .645 2 0 3 160 min .146 5 0. 1 .11 5 0 1 .11 5 0 1' 161 M17 1 max .466 2 -.112 5 0 3 0 31 0 1 -.225 5 162 1 min .079 5 -.662 121 0 11 0 1 0 3 -1.327 2 163 2 max .567 2 -.061 5 0 3 0 3 0 1 .329 2 164 min .096 5 -.357 2 0 1 0 1 0 3 .056 5 165 3 max .669 2 -.009 5 0 3 0 3 0 1 .992 2 166 min .113 5 -.051 2 0 1 0 1 0 3 .168 5 167 4 max .771 2 .254 2 0 3 0 31 0 1 .663 2 168 min .131 5 .043 5 -0 • 1 0 1 0 3 .112 5 169 5 max .873 2 .559 121 0 31 0 3 0 5 -.112 5 170 min .148. 5 • .095: 5 0 1 0 1 0 1 -.658 2 171 M18 1 max 1 -.003 5 -.008 5 0 1 0 1 0 4 -.002 5 172. min -.017 2 -.05 2 0 4 0 1 0 1 -.013 2 173 2 max -.002 5 -.006 5 0 1 0 1 0 4 -.001 5 174 - min -.012'' 2 .-.037 2 0 4 0 1 0 1 -.007 2 175 3 max -.001 5 -.004 5 0 1 0 1 0 4 0 5 176 '" min -.008- :2 -.025''' 2 0 4 0 ` .. 1 0 1 -.003 2 177 4 max 1 0 -5 -.002 5 0 1 0 11. 0 4 0 5 178 ` 'min "--.004 " 2'1 -.012 2 0 4 •0 1 0 1 0 .2 179 5 max 0 1 0 5 0 1 0 1 0 1 0 1 180 min 0 0: 2 0• 4 .;-0` ' 1 '0 .1 0• 1' 181 M19 1 max 0 1 0 1 0 2 0 1 0 5 0 1 0=` i;:1 p}. 1 •0 5_ 0 1 -.004. 2 "0 1. 183 2 max 0 1 0 1 0 2 0 1 .0 5 0 1 184 min .0 1 ' 0 1 0'` 5 "0. 1 ' -.002- 2' 0 ., :1' 185 3 max 0 1 0 1 0 2 0 1 0 5 0 1 186 min 0 1 0 1 0 5 0 1 0 2 0 1 187 4 max 0 1 0 1 0 2 0 1 .001 2 0 1 188 ' min., A 0 1 l -0 5_ .0 1 O s 5 "� 0 .1 5 max 0 1 0 1 0 2 0 1 .003 2 0 1 0,��.1 y0f 1,0. 5 +-.0 1 ;,'0 5 .01 1: P189 M20 1 max 1.229 2 0 1 0 2 0 3 0 5 0 1 '�'.. rnin'•4 + "209=" k,5 -.842.'+' 3 '0 5' 0. 1 -.004 2 =2:879:. ,•3., 2 max 1.229 1 2 0 1 0 21 0 3 0 5 0 1 194-,:: ;;.__cAn,.min': ~4".209 =5a: -.705'-- 3 f • :b '; 5 . 1O' 1 J =.003` ' ... 2:+: -1.526: �3 : 195 3 max 1.229 2 0 1 0 2 0 3 O 5 0 1 A96 S•'< C,"` "min ` ->;.209.';; ;l"5 .r "'=.567:'«: 3 �,`0`° 5 0 1 �' =001 c' '2 �;� '?=_'413 3 3: 197 4 max 1.229 2 0 1 0 2 0 3 0 2 A9-3 3 _198: +..: '.;...min' Y`:209`.. .+-5`. :c43',�r 3 a:`0>*.. 5 "*:''0r;�; 1 , ;gip+� .}. r,;:`�5= ;RSO:;; 199 5 max 1.229 2 0 1 0 2 0 3 .002 2 1.09 3 200: 3�'' '~inin r! Amax r 209" tiX4:5;, --`V.2 2 6 W0U ..0 ;:� 1 Ifo t} r,;} ,.. _�� �,� , • 201 M21 .1 1.229 2 0 1 .004 2 0 3' '.002* 2 1.09 3. ;202. 's �.�mii0z' <',L 20q `5F 291:dt 3 LA0'"°,^ 5 'OM4'1 ..�ffOwl�� 1.Y. 203 2. max 1.229 2 0 1 .004 2 0 3 .007 2 1.392 3 204' rho ti 4,,mmw ,%:�209 5}�f T i`192''1: 3 `� O° .� ; ','; 'i' M 5 0 1 - .001 �+ �,.. 5 t i ti ; . W, A.MWO'7 Z-� l 205 3 max 1.229 2 0 1 .004 21 0. 3 .013 2 1.571 3 206 tz, ;. .� °;min"': ir209 `y. f;6.!a = 09.4 l '3 .,q O,- , 5 . RMf0 "1 ".002 'x#' sya 5 .. gar.: + 0, E. ''r: . X41.: 207 4 1 max 1.229 2 1 .004 5 .004 I -2F 0 3 .018 2 1.627 3 RISA -3D Version 14.0.0 [VA.A.A..\...\... \...Whin TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 7 EnvelopeMember SectionForces (Continued) A H I ILII I f` v Ch—,rL I , Ch—rlel T—...N v KAnmen I KA 1 R )7 Company PSEI Dec 4, 2015 Designer Job Number MRD : Strat-O-Span 21525 12:11 PM Checke By. T N 0 G S T E C H N O L O G I E S Model Name : Main Truss End Frame ' EnvelopeMember SectionForces (Continued) A H I ILII I f` v Ch—,rL I , Ch—rlel T—...N v KAnmen I KA 1 R RISA -3D Version 14.0.0 [l..\.. A..\...\...\...Whin TrussWain Frame -End Truss 40x8Oxl4.R3D] Page 8 • �©��©�©a©ooh©oo ���® � • ©oo�©oo�©oo ®®oma®©0000000000 m��®�©00000©0000 ®�©�®©00000©oeoo ®�©�®©0000000000 ���® � • ©00000©0000 ®�o�®©0000000000 ���®�©00000©0000 ��©�®©0000000000 ���®�©00000©0000 m��®o©0000000000 ®�0� � • ©0000000000 ®�0� � • ©ODODODAO® ��©� • ®000000�00� RISA -3D Version 14.0.0 [l..\.. A..\...\...\...Whin TrussWain Frame -End Truss 40x8Oxl4.R3D] Page 8 Envelope Member Section Forces (Continued) ' Member Sec Abal lk LC y Shear ...z Shear ...Torque ...... y -y Momen... ' LC z -z Mome... LC ' 260 1 1 1 min 1 -.624 2 0 Ill .0 -111 0 Ill 0 1 1 1 0 1 1 ' Envelope Member Section Deflections Member Sec x Finl LC inj LC z, Fi nl LC xRotate r... LC n L Ratio LC n L/zRatio LC 1 I M1 1 Imax 0 1 1 0 1 0 1 Company PSE I Dec 4, 2015 ' e •� S Designer Job Number MRD Strat-O-Span 215-25 12:11 PM Checked By. min 0 1 0 T E C H N o L o c r e s Model Name. : Main Truss End Frame .0 1 NC 1 NC 1 3 2 max 0 Envelope Member Section Forces (Continued) ' Member Sec Abal lk LC y Shear ...z Shear ...Torque ...... y -y Momen... ' LC z -z Mome... LC ' 260 1 1 1 min 1 -.624 2 0 Ill .0 -111 0 Ill 0 1 1 1 0 1 1 ' Envelope Member Section Deflections Member Sec x Finl LC inj LC z, Fi nl LC xRotate r... LC n L Ratio LC n L/zRatio LC 1 I M1 1 Imax 0 1 1 0 1 0 1 0 1 NC I 1 NC 1 1 2 1 min 0 1 0 1 0 1 .0 1 NC 1 NC 1 3 2 max 0 5 0 1 0 5 1.702e-4 3 • NC 1 INC 1- 4 min 0 2 =.027 ` 3 -.003 2 ' 0• 1 6872.298 3 NC 1 5 3 max 0 5 0 1 0 5 3.403e-4 3 NC 1 NC 1 6 min -.001 2.. -.079. 3 • -.006 ' 2 0... 1 NC 1 NC - 1 7 4 max 0 5 0 1 -.001 5 5.105e-4 3 NC 1 NC 1 8 1 min -.002 2 -.129 3 •-.009 2. 0 1 7013.407 3 NC ' 1 9 5 max 0• 5 0- 1 -.002• 5 6.806e-4 3 NC 1 NC 1 10 min =.003 .:2 -.155 3 -.011 12 * 0 • 1 NC 1 NC 1 11- M2 1 max 0 5 0 1 -.002 5 6.806e-4 3 NC 1 INC 1 12 min -.003 2 -=.155 3 -.011 2 -0 _1 ' NC 1 NC 1 13 2 max 0 5 0 1 -.002 5 8.022e-4 3 NC 1 NC 1 14 min -.004' 2 -.153 3 `-.01 2 0 1 2404.823 3 NC 1 15 3 max 0 5 0 1 -.002 5 9.237e-4 3 N C 1 N C 1 16 "'. ,min -.004• -• :2, ".-AK '3 =.009 2• • 0 '1' 1880.613 3 u �'NC 1 17 4 max 0 5 0 1 -.001 5 1.045e-3 3 NC 1 NC 1 18 min `=.005 2 e-.095 3 -.008:- 2. -0 1 2689.229 -3: NC 1 19 5 max 0 5 0 1 -.001 5 1.167e-3 3 NC 1 NC 1 20' min -.005"' r2F =X046.: 3 =:008 -2,, 0 ' 'l, ' 'NC 1 NC' • 1 21 M3 1 max 0 5 0 1 -.001 5• 1.167e-3 3 NC 1 NC 1 22*.: r mi"n -.005 !:2 '':046'-- '3 ".008: 2 =1 0 1n "NC: :1, NC- a '1" 23 R 2 max 0 5 0 1 -.001 5 1.191e-3 3 NC 1 NC 1 24 min. •' �-.005 2 -.034' 3 -.008••' ' 2` , 0 ' .1 NC 1 3468.74 2 25 3 max 0 5 0 1 -.001 5 1.215e-3 3 NC 1 NC 5 26 min -.005: 2 7.023 '3 -.007. 2 0 ': 1 NC •� . 1 2160.791 ,, 2. 27 4 max 0 5 0 1 0 .5 1.24e-3 3 NC 1 NC 5 X28" _ -:; - ; min =:005..' `=2 ' _=.0121.' f 3; x :004> ^ 2 ` "0 {^: '.1 - NC =.1= 2463.654 ^2' 29 5 max 0 5 0 1 .004 2 1'264e-3 3 NC 1 NC 1 30' min -:006 r2_ 5: 0 21 NC 1 NC , ?1: 31 M4 1 max .003 2 -.002 5 0 1 0 1 NC 1 NC 1 132.` _r f' min , r?''0 '5: -'01 :rt }2' 0'� • 1., -9.043e=3 �i3s "� NCS .1`;NC ' 1 ' 1 33 '2 max .002 2 -.023 5 0 3 - 0 1 7240.852 5 NC 1 434 ter �? �1 ' min ?' {0:* ` `5. -:1$6. :2 t0 :w;' F,17 -7:778e-3 �3` 1228`.146 tit' 'NC r`1= 35 3 max 0 2 -.038 5 0 3 . 0 1 4293.731 5 INC 1 r36'. A •rd. t ' min :t;MO 55. =`222 29 r, O,F F..11' -6.5136-3 33! 1728.3241 t2:.s'NC 37 4 max 0 5 -.027 5 0 3 0 1 5968.693 5 NC 1 i3W.' 1 'jsY x r :'.<'` min `fit: 0 z 1"2' xar _ :;161:Y,4 52. !S: W,t X3 M;: ;'5:247-=3 s3".:1012.383 !Q2' 39 5 max 0 5 -.001 1 5 0 1 0 1 NC 1 NC 1 '-:002 i`006a2 �-3 zNC F _ :till( 41 M5 1 max 0 5 -.001 5 0 1 0 .1 NC 1 NC 1 :''c ' "min, 002.E -T -N" 5{''.006 E. _2;} rr:I§"03Mt'. #-1� `3'.9826-3 's3* a f.NC-04 MA' w NG .:" 7:1� 43 2 max 0 5 0 5 0 1 0 1 N.0 1 NC 1• °M-tl: min 4'=:002' J� , � 0 `r� X23 MO '�1 3''= `-3:982e.- jg iNG "9r ".1; ;€'NCI' '1'i. 45 3 max . 0 5' .005 2 0 1 0 1 NC 1 NC 1. Y46':�'..x 17PR r min Ot b02 J2 " O w Y5; 02 �-ra � 3e r3'•.982e 3'13 NC:�'#'% 041'„'A&NCt' X AT," - RISA -3D Version 14.0.0 [\..\.. A..\...\...\...Whin TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 9 47 4 max 0 5 Company PSEI Dec 4, 2015 0 1 Designer Job Number MRD Strat-O-Span 215-25 12:11 PM Checked By T E C H N 0 L 0 G I E S Model Name Ma in Truss End F ra me 2 .002 5 -3.982e-3 Envelope Member S ection Deflections (Continued) NC I Homhor .1, or Y finI 1 r. v Rnl I r. 7 finl 1 r. Y P ntntp rr 1 r. /n1 I Ai P Atin I r. (nl 1 1-7 P ntin I 47 4 max 0 5 .011 2 0 1 NC 1 NC 1 48, 1 min -.002 2 .002 5 -3.982e-3 3 NC I NC 1 49 5 Imax 0 5 .017 2 0 1 NC 1 NC 1 50 min -.002 2 .003 5 -3.982e-3 3, NC 1 NC 1 51 M6 1 max 0 1, 0 -t 1 0 1 0 1 NC 1 NC 1 52 min 0 1 0 1 0 1 0 1 NC 1 NC, 1 53 2 max 0 1, 0 .1 .002 2 0' 1 NC I NC 1 54 min 0 1' 0 1 0 5 0 1 NC 1 NC 1 55 3 Imax 0 1 0 1 0' 2 0 1 NC 1 NC .1 56 .7. min 0 'A '-'0 1 0- 5 0' 1, .--NC,, 1 NC- :1 57 4 max 0 1 0 1 .0 5' 0 1 1 NC 1 NC 1 58, 1 min �O 1 0 '1' 0- 2 0 lt NC I't NC .1 59 5 max 0 1 0 1. 0 1 0 1 NC 1 NC 1 60, min 0 1 0.-.--' FA 1-0", 1 0-%� -A. NC il, NC v-1 61 M7 I Imax 0 1 0 1 0 1 0 1 NC 1 NC 62 min 0 1 0 1 '0 - 1 0 1 11. NQ -1 NC 1 63 2 max 0 5 0 1 0 5 2.915e-4 1 3 NC 1 NC 1 64 min .001, '2 '-.049'-,. .3- -.002 -2 0 1, 1726745 3 NC 1 65 3 max 0 5 0 1 0 5 5.829e-4 3- NC -1 NC -1 66� miri I 002-`- 2 .--:156..* -.004', - - '3 2 0 14 538.211, 3v NC. 1 67 E68 4 imax 0 1 5 0 1 1 -.001 1 5 8.744e-4 3 NC 1 NC 1 -1 r-hih, .2-N 28 :�3�1` 0 0 8 �2 -0- 1,' '300.036,, '3' 'NC 1 69 5. max 0 5 0 1 -.002 5 1.166e-3 3 NC 1 NC 1 • 70� ffiifi '-:��-.004�'- '2 3 �'-"011 0-', , W �216.959. 3' 178 67.029 12 71 M8 1 max - 0 5 0 1 -.002 5 1.166e-3 3 NC I NC 1 :72 min 'l --'-':rYO04'=� '2 -:387TH "3-- -.'f'01'-1! r2- 0 :1b"NC-r-'' . '9 1": N C 1-; 73 2 max 0 5 0 1 -.002 5 1.374e-3 3 NC 1 NC I -74' m -.005� 2 ',%.-.-438 --3' "".012".4 -2.f� 0;�i '--1 1392'.394 3 'N�,-.- 75 3 max 0 5 0 1 -.002 1 5� 1.582e-3 3 NC 1 NC 1 76 min -.006 2 -.462 3 012 0 '2' --'0 1 1010.561 3 NC 1 77 4 Imax -.001 5 - 0 1 -.002 00 5 1,.79e-3 3 NC I NC 1 .78 min -.007'. 2- -.,.-.,456* 3 -�.009 -2, 0 1 1322.385 -3 NC- I 79 5 max -.001 5 0 1 0• 5 1.999e-3 3 NC 1 NC 1 i min 7-:�� 24 t".419� :13 '2' 0 ";:6 NC 81 M9 1 max -.001 5 0 1 0 5 1.999e-3 3 NC 1 NC 1 :82F ""'A- min 774'�.007'� '-2f z2i'- r,003'', '�'2 4 1' 07 N C -t�7 :�-;NC c ff 't' 83 2 max -.001 5 0 1 .008 2 2.211e-3 3 'NC 1 NC 1 'ffii6 00 8 2.i' U87' "�8' 4-a 00110, 5.c 0'!"'c �tl 181 -1.311 -�-'3`k 6075.991'1�'i24 85 3 max -.002 5 0 11 .017 2 2.424e-3 1 3 NC I NC 1 186; iiiit� Pa-'Ob9t�r 'i2.t -40.-25"YfA '.-3� -n i 0 0 5 0:;,, tz"I i:1'_ 1 , t :1521 3'�' '599 '437 1' 8W3. 2-� 87. 4 max -.002 5 0. 1 .016 2 2.637e-3 3 NC I NC 1 ,88 A'�-I min i��' OUT-� 52, 1-� 14:`. ".'.--3 4.� 003:i'.: 5 ':i�M 0 i'. 43� 35Q'I.784 '2� 89 5 max -.002 5 0 1 0 5 2.85e-3 '. 3 1 �NC 1 NC 1 t -9( b b �-Wi JiV,.::1t:-k -m' i 6' 5�x-.01-,5 i 2 f,b M, -r •1 0 4, lt�! 'V2 I P5T 0 �1%;� -0 1A f4 N G- k' I 14 N C V 1141 91 MIO 1 max -.001 5 0 1 .005 2 3.591e-3 3. NC- 1 NC I. "ffii F V500 8 t-* *'vNCv'WnM"- !'Ir' 93 2 max -.001- 5 0 1 .006 2 3.5 81 e -3 3 N C 1 NQ 1 94 1 Mr"I'M-4)0 m"'i 6 - ';'WL�. ob&�W 'A 139,�. NSJ� 0- -5 1 01.t�'N NIGI; 41!�! 'AON.C--'mV3X ITW 95 3 ' max .0 5 0 1 .006 2 3.571 e-3 NC .1 NC 1 1A. -M -M'- ' ' " - *' - F� ?3,1, 50rOOVX- 'r �-6'.-' - -z '?LA 1 - vi',.ff� lm.�.w "Nc-.6 .11 A tt4 � N'C 9.7 4 max 0 5 1 0 1 1 .007 2 3.561e-3 3 NC 1 NC. 1 1984 R!-Vk;M;;'o-4o IWYI�:-. min --�-'.004'. ! t2.-.,�j RISA -3D Version 14.0.0 ain TrussWain Frame -E nd Truss 40x8Oxl4.R3D] Page 10 99 5 max 0 FAA Company Designer PSEI MRD Dec 4, 2015 .- 12:11 PM r 3.551e-3 3 NC �+ Job Number Strat-O-Span 215-25 Checked By. T G I H N O L a S T E C O E Model Name Main Truss End Frame ' 2 -.419 3 :.001 5 Envelope Member Section Deflections (C ontinued) 1 KA. -h. Cor v finl 1 f: a rinl 1 f` 7 rinl 1 f: v Rntnto rr I f: lnNI A/Pntin 1 f: (n11 h Pntin 1 f` 99 5 max 0 5 0 1 .007 2 3.551e-3 3 NC 1 NC 1 100 min -.003 2 -.419 3 :.001 5 0 1 NC 1 INC -1 101 M11 1 max -.002 5 0 1 .003 2 0 1 NC 1 NC 1 102 min -.011 2 -.155 3 0 5-4.515e-4 3 NC 1 NC 1 103 2 max -.002 5 0 1 .003 2 0 1 NC 1 NC 1 104 1 min -.011' 1 2 -.213 3 0 5-1.377e-3 3 NC 1 NC 1 105 3 max -.002 5 1 0 1 .004 2 0 1 NC 1 -NC 1 106 min -.011 2 -.271 3 0 5-2.303e-3 3 NC 1 NC 1 107 4 max -.002 5 0 1 .004 2 0 1 NC 1 NC 1 108 min '-.011 2- -.329 3 0 5 =3.228e-3 3. NC 1 NC 1 109 1 5 max -.002 5 0 1 .004 2 0 1 NC 1 NC 1 1101 min -.011 2 =.387• 3 �0 5 -4.154e-3 1 3 NC 1 NC 11 111 M12 1 max 0 1 1 0 1 0 1 1 0 1 NC 1 NC 1 112 min 0 1 0 1 0 1 0 1 NC 1 NC 1 113 2 max 0 1 0 1 .001 2 0 1 NC 1 NC 1 114 min 0 1 0 1 - 0 5 0 1 NC 1 NC 1 115 3 max 0 1 0 1 .002 2 0 1 NC 1 NC 1 116 1 min 0 1 0 1 0 5 0, 1.1 NC 1 NC 1 117 4 max 0 1 0 1 .001 2• 0 1 NC 1 NC 1 118 min 0't, ,.1!7 0 -1 0 5 0 1 NC 1 NC .. 1 119 5 max 0 1 0 1 0 1 1 0 1 NC. 1 NC 1 120' min .:. O s, ..:1,• =::: 0- ` .•1. '= 0" _1 0. .;1' NC • -1 NC y .1, 121 M13 1 max 0 5 .01 2 0 1 9.043e-3 3 NC 1 NC 1 122 . ° mih ' =.003'. �2 '.002 �5 :_.'0 r 41' `' .0: 1 'NC 1 NC 1• 123 2 max • 0 5 0 5 0 1 6.801e-3 3 NC 1 NC 1 124- mine -.004.-, � 2 ''i"-:004 42 't_0' .°. �3 __'.0t.- =.1 6571•:655 2' NCt 1' 125 3 max 0 5 .007 2 0 1 4.558e-3 3 NC 1 NC 1 126 min` = 005 a:'2 . -: `.001 �: ;5 �. <O.. x 3.` r 0`, 1,1 ' NC ` ,1 NC - ,•1 - 127 4 max -.001 5 .017 2 0 1 2.316e-3 3 NC 1 NC 1 128' `i .a ,. `, - min ' '006" ` :• -24 u 'W03'r .51 "-:001:` � .,+ r .3' �,' 0 '1 �: �NCt_ 1� :.: NC' 1 129 5 max -.001 5 .02 2 0 1 7.313e-5 3, NC 1 NC 1 130 :'' " min -:007 h" :2L ''x'.003 •,5, =.002. 3` �0: r.1 : 8830.549 2. NC' c ;1 131 M14 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 '.132: �,' mm'.0 _ ' .:_1 "0 1 ' : �'0 � , Rv O s1 N G..• ` 1: NC ,.1:u 133 2 max 0 5 .027 3 0 5 0 1 NC 1 NC 1 134' +�1;,': t :�: 'rlim OF.' -`f alt ,+0. °:1 i' a:`-"003:, ''2' :A.702e24'�3t 6872.298 "3 - tNC 1i 135 3 max 0 5 .079 3 0 5. 0 1 NC 1 NC 1. :136- ;:�_ ,K: �, s, min =:0010 <'i2� 4 s0 :ix. ;1 :006 2 =3'.4034=4 ;3 f. NO I:: '±1 .>�NC 1- 137 4 max 0 5 .129 3 -.001 5 0 1 NC 1 NC 1 :138' . .: eEz ::= ' . = min `='V2"� `�2i 0.. `+`: ;1 t :.='.009.'4 `4 =5t105e�4 iii 7013`.407. �3`. -5iNC t ,,1k 139 5 max 0 5 .155 3 -.002 5 0 1 NC 1 NC 1 =140 �,,.�_r.,.,. ,. �x min ...`:003 �:.2 r:�.10 ,a=1 �t-.011.,•_2; '6.8064.=4.#3 NC:..1 141 M15 1 max 0 5 '.155 3 -.002 5 0 1 NC 1' N C 1 ::1:42 `£ :`i wr}Y , ,� min: ? ='003: '2r .,?. 0: ,�1'' :4"01.1° '2 '6'.806e'=4: `V,NC i1 „} NC`. 1' 143 2 max 0 5 .153 3 -.002 5 _11, 0 1 NC 1 NC 1 'min' .` `=x:004,: 2� :�'�'0-Z �1�i 6eb1 "tl 42� -8.0224.4 t3t 2404:823 N3_ '"1 NG ra' a�11 145 3 max 0 5 .132 3- -.002 5 0 1 NC 1 NC 1 -V I min 'z"'`"-``004 '12j-, ' 'O'10"�'74i q1 -9;2374-41.1.8801:613 147' 4 max 0 5 '.095 3 -.001 5 0 1 NC 1 NC 1 1:'481.`h'.1{min'"'OObi.b2„".^Ot;�`�1�``-X008;;2'¢'1`.0454`'33'2689.2'29'3�'`�"fNC:4;1+ 149 5 max 0 5 .046 3 -.001 5 0 1 NC 1 NC 1 I ,FC ?>i:>"y 1.c c150` u . mm �� .005a4 .r f 1, 7u ;2"IYWO- 2 `1!1'674-3 RISA -3D Version 14.0.0 [\..\..`A..\...\...\...Whin Truss\Main Frame -End Truss 40x8Oxl4.R3D] ' Page 11 151 M16 1 max 0 fi (� Company Designer PSEI MRD Dec 4, 2015 12:11 PM 5 Job Number : Strat 0 -Span 21525 Checked By. 1 NC 1 152 T E c H N o L o c i E s Model Name Main Truss End Frame 2 0 1 -.008 2-1.167e-3 Envelope Member Section Deflections. (Continued) 3 KAomhor Cor v rinl 1 r. v rinl 1 r 7 r1n1 I r. v Rntnto rr I r. /n\ I Ai R ntin I r. (n\ 1 h R ntin I r. 151 M16 1 max 0 5 .046 3 -.001 5 0 1 NC 1 NC 1 152 min -.005 2 0 1 -.008 2-1.167e-3 3 NC 1 NC 1 153 2 max 0 5 .034 3 -.001 5 0 1 NC 1 NC 1 154 min -.005 2 0 1 -.008 2-1.191e-3 3 NC 1 3468.74 2 155 3 max 0 5 .023 3 -.001 5 0 1 NC 1 NC 5 156 min -.005 2 0 1 -.007 2-1.215e-3 3 NC 1 2160.791 2 157,1 4 imax 0 1 5 .012 1 3 0 1 5 0 1 1 NC 1 NC 5 158 min -.005 2' 0 1 --.004. ' - 2 -1.24e-3 3 NC 1 2463.6541 2 159 5 max 0 5 0 1 .004 2 0 1 NC 1 NC 1 160 min -.006 2. 0 1 0 5 -1.264e-3 3 • NC 1,. NC 1 161 M17 1 max .003 2 .01 2 0 1 9.043e-3 3 NC 1 NC 1 162 min ' 0' 5 .002 5 0 1 0 1 NC •1. NC 1 , 163 1 2 Imax .002 2 .136 1 2 0 1 3 7.778e-3 1 3 7240.852 5 NC 1 164 1 min 0 5• .023 5 0`. A _-0_' 1-; 1228.1461 2 NC 1 1, 165 3 max 0 2 .222 2 0 3 6.513e-3 3 4293.731 5 NC 1 166 min 0 5 .038---. 5 0 •1 "0 1 -728.324 2 NC 1 167 4 max 0 5 .161 2 0 3 5.247e-3 3 5968.693 5 NC '1 168 min 0 2. .027 • 5 0 -1 .0- •1 1012.383 '2 NC 1 169 5 max 0 5 .006 -2 0 1 3.982e-3 3 NC 1 NC 1 170 min -.002 2 .001 =, '5 0 .1• '0-"'t 1 NC' :' 1 NC; .' 1 171 M18 1 max 0 5 .006 2 0 1 3.982e-3 3 NC 1 NC 1 -172 min -.002 2' :.001`x'. 5 =,0.:- A ` .---(O �" ;A ., NC-, - '-1 ZNC 1.'. 173 2 max 0 5 0 2 0 1 3.982e-3 3 NC 1 NC 1 174 i. min , .=.002' .2: :"' Oti- 5 "': 0f "3' - 0 '• , 1 NC' _• `1 NC : 1 175 3 max 0 5 0 5' 0 1 3.982e-3 3 NC 1 NC 1 •176 min -.002 - 2 '.005 •2� = 0' " : 3 =0' `.1' '.NC :1'. NC'. ' 1 177 4 max 0 5 -.002 5 0 1 3.982e-3 3 NC 1 NC 1 078 r-..: t� :-. min -'-.002=1- 2 41011`.: 2.:. .0",-. =3" #.0`t-;1 -2 NC-' .1.° NC_ 1 179 5 max 0 5 -.003 5 0 1 3.982e-3 3 NC 1 NC 1 -180. '_ min =002?, .,2•. ,x='01.7! 2'; z 0�._ =31 O„.r �1 .,,NC 1.. ,;.NC 1 181 M19 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 182 :` '"• • ` min 0 ;`1 ::;„0" 1 0 s f`.1 3: z 0: '1"e NC '1, i"ktNC. 1.' 183 2 max 0 1 0 1 .002 2 0- 1 NC 1 NC 1 184 4 ^3 min 0 t1: k 0'i5 ''1 V'0 :5' :� 0 il - NC "11� ''_,'NC 1' 185 max 0 1 0 1 0 2 0 1 NC. 1 NC 1 `186 k';' min h 01 ;.0 1 "0 ' f5v +.:'�0' • r x,1. NC 41 187 4 max 0 1 0 1 1 0 1 5 0 1 NC 1 NC 1 188` , k min ' 0 'ti :1'' r<:� 03 1 r{0 2 "0 or' ^1' - NC < #1,; a'ti+NC 189 5' max 0 1 0 1 0 1 0 1 NC 1 1 NC 1 _ 4190'. F-3 :, a... min ''•0?�^ "1 ,"±b 1 i�.0: _:1.`'..{0 »1.. "'NC ' 's1: NC ;71a 191 M20 1 max 0 1 0 1 0 4 1 0 1 NC 1 NC 1 '192 "� � �'.�, . ,=- :#;.: miri ��,•-+0 .0 � i 41. T 0 r R1 K:0 �r�. ~ 1 f :,' NC .�. :,1 t. -;SNC � - �1._ 193 2 max 0 5 .049 3 0 5 0 1 N C 1 N C 1 194` "w ��'`.�t};_ min ;'�a•"001'11::2e .yi0 x r-, all 002`'?2}.-2:9150'43fi 1726:745 :'i3c,NC.1'. 195 3 max 0 5 .156 3 '0 5 0 1 R -C _T NC 1 1 196' .' ... 4u °�a ;;iF� iMin ;•.":002 - '42a �'iV M' ' NzT04 , 4-2' -5'.8290=4 }3 '538'.21-171'13 » NC�x`.= '.1 197 4 max 0 5 .28 3 -.001 .5 0 1 NC 1 NC 1 :198'- �z , �' •! z. f : i 'min c-=' 003" 2`. ,: � 0�<�?'� 1 :`:008 2.+ 4- -744i?-4-1!3; w300.036` r3 F NCa ;1* 1991 5 max 0 5 .387 1 3 1 -.002 5 1 0 1 1 NC 1 NC i 'tea min tt•'=:004. .32� ^."tr0 ? ;;1.14 1piM11. h2 =1.41660=3 3r +216.959.: 3`r 7867:029 201 M21 1 max 0 5 .387 3 -.002 5 0 1 NC 1 NC 12, 202`•,''f;:1.31NC RISA -3D -Version 14.0.0 [\..`..`A..\...\ ... \...Whin TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 12. 203 2 Imax 0. 5 .438 3 -.002 5 Company Designer PSEI MRD Dec 4, 2015 12:11 PM ' 1. Job Number S trat-O-Span 215-25 Checked By. T E C H N oo c i E s Model Name :- Main Truss End F ra me - 0 1 -.012 Envelope Member Section Deflections (Continued) Member Sec x rinj LC v PrilLC z'FnI LC xRotate fr LC n L Ratio LC n L/zRatio LC 203 2 Imax 0. 5 .438 3 -.002 5 0 1 NC 1. NC 1 204 min -.005 2 0 1 -.012 2-1.374e-3 3 1392.394 3 NC 1 205 3 max 0 5 .462 3 =.002 5 0 1 NC 1 NC 1 206 min -.006 2 0 1 -.012 2-1.582e-3 3 1010.561 3 NC 1 207 4 max -.001 5 .456 3 -.002 5 0 1 -NC 1 NC 1 208 min -.007 2- 0 1 -.009 2 -1.79e-3 3 1322.385 3 NC 1 209 5 max -.001 5 .419 3 ' 0' 5 0 1 NC 1 NC 1 210 min -.007 2 0 1 -.003 2-1.999e-3 3 NC 1 NC 1 211 M22 1 max -.001 5 .419 3 0 5 0 1 NC 1 NC • 1 212 min -.007 2. 0' 1 -.003 2' -1.999e=3 3 NC 1 NC 1 213 2 max -.001 5 348 3 .008 2 0 1 NC 1 NC 1 214 min -.008 2 0 1 .001 5 -2.211 e-3 3 1811.311 3 6075.991 2 215 3 imax -.002 5 .25 3 .017 2 0 1 NC 1 NC 1 216 min -.009 2'- 0�. 1 •.003 5 -2.424e=3 •3 1521.599 3 3363.437 2 217 4 max -.002 5 .131 3 .016 2 0 1 NC 1 NC 1 218 min Al 2 0 1 • .003 5-2.637e-3 3 2363.422 3 3553.784 2 219 5 max -.002 5 0 1 0 5 0 1 NC 1 NC. 1 220 min -.01 2 0 1 0 2-2.85e-3 3- NC 1 NC 1 221 M23 1 Imax -.001 5 .046 3 .005 2 0 1 NC 1 NC . 1 222 min -.008 '. 2 0 1 -' 0 `5 -3.5916-3 3- ` NC 1 NC 1 223 2 max -.001. 5 .139 3 .006 2 0 1 NC 1 NC .1 224 " min =.006' 2: ::= 0,' ' 1 0.:' _. 5 -3.581e-3 '.3 NC 1 'INC 1 225 3 max 0 5 .232 3 .006 2 0 1 NC 1 NC 1 226 r .. ` _. min -.005 :: : 2' . `•.0' 1. .001 •i ' 5 -3.571 a-3 3 ": N C ;1 . N G 1= 227 4 max 0 5 .325 3 .007 2 0 1 NC 1 NC 1 228 _ min =.004. ?2' 03' 1 001 5 =3.561�e-3 .:3' - • NC' 1' NC 1- 229 5 max 0 5 .419 3 .007 2 0 1 NC 1 NC 1 230 min'.. 1-- 00 3::'. ; 2, `HO";. 1 •••.001. 5 -3.551e=3 3,. ` •' NC' `1 %` NC =' 1' .231 M24 1 Imax -.002 1 5 .155 3 .003 2 4.515e-4 3 NC 1 NC 1 :232. ° _;; , min - ".01.1" :2 0�.'=�. ,1. 0;• `" 5�v = 0 1 NC 1' NC` k 1'< 233 2 Imax -.002 5 .213 3 .003 2 1.377e-3 3 NC 1 NC 1 234 4.: min '.01.12,''2 ~-.002 0 1,: 0.° ,-5., . 0 :,r '.1•; NC f 1' NG ",` 1. 235 3 max 5 .271 3 .004 -2 2.303e-3 3 NC. 1 NC 1 •236 "min .'';=.011: ;2. :?0'•." 1`� �f `.0 ..� '.5 '-`,..0 :1' NC- '.1, NC. 1': 237 4 max -.-002 5 .329 3 .004 2 3.228e73 3 NC 1 NC 1 238 ,.� ;�. � 'min 1_- :011 ' _2. •' ,0. •1 .i 0 ' ' .5 0 t1 �ktNG. 1 :NC°•"' 1. 239 5 Imax -.002 5 .387 1 3 .004 2 4.154e.3 3 NC 1 NC 1 2.40 kt=. 4`a` .CWF min ,_.,:011 t,.. °r2..Y?0. ,}''< :1 + '0.4- c� ;5x>NC 1 241 M25 1 max 0 5 -.002 5 0 1. 0 1 NC 1 NC 1 242. min r ;='003':. f2. = 01 F �-2 a 0,::�' 0 -9.043e=3 3 , ,z�NC� r1". SNC. _ � ;'1' 243 2 max 0 5 .004 2 0 1 1 0 1 NC 1 NC 1 ,244' min ' :.004* _ 2s %:�k0.' T- .r ?5 ` 0 "3 ° y =6:801`e`-3 : 31 r 6571.655 7' fNC:a• ::1' 245 3 max 0 5 -.001 5 0 1 0 1 NC 1 NC 1 246 :�_, „x•g a,`j: ; 4': ;min 5jk':005, •� ►2•. V."00 4 52' t�4;"0 .A t:3; 4'.558e'3 ; 3° St=NC '..; ::,1' ." .:�,; 1.> NC 247 4 Imax -.001 5 -.003 5 0 1 0 1 NC, 1 NC 1 ,248 1n14.006.':=..001 rx: X13=21:316e=33""sNC'�', ,.1' 249. 5 max -.001 5 -.003 5 0 1 1 0 1 NC 1 NC 1 250 KK'r`z;'�:i ;� min x=•'.007#r2 ?.02;':2r `,002 s.3 .Z -313e'5 :r3` 8830:549 "2� +111NC.�' Al' 251 M26 1 max 0 5 0 1 .007 2 3.551e-3 3 NC 1 NC 1 X252 * ;x .Y�. �: %f An ':Min i"z_°" 003k., 2 ; r419 a =3r J :,'.001 t 5� ' ?0. `." >1, ' < NC's T,_ SNC 'i1' 253 2 Imax, 0 5 0 1 .007 2 3.551e-3 3 NC. 1 NC 1 n t,.:001±�� =2 tx='41.911 X31 s".001.V ' `5•`0 RISA -3D Version 14.0.0 [\..\.. A.A...\:.A..AMain TrussWlain Frame -End Truss 40x8Oxl4.R3D] Page 13 Envelope Member Section Deflections (Continued) Memher Ser. x Bnl I C v rinl .I C 7 rinl I C Y Rnt=te rr I C (nl I AiR=tin I C ln)I ti R=fin I C 255 3 max 0 1 0 Company PSEI Dec 4, 2015 3.551e-3 Designer Job Number MRD Strat-O-Span 215-25 12:11 PM Checked By. NC 1 256 min T 'e c x N o L o c i E s Model Name Main Truss End Frame 3 .001 5 0 1 Envelope Member Section Deflections (Continued) Memher Ser. x Bnl I C v rinl .I C 7 rinl I C Y Rnt=te rr I C (nl I AiR=tin I C ln)I ti R=fin I C 255 3 max 0 1 0 1 .007 1 2 3.551e-3 3 NC 1 NC 1 256 min 0 1 -.419 3 .001 5 0 1 NC 1 NC 1 257 4 max .001 2 0 1 .007 2 3.551e-3 3 NC 1' NC 1 258 min 0 5 -.419 3 .001 5 0 1 NC 1 NC 1 259 5 max .003 2 0 1 .007 2 3.551e-3 3 NC 1 NC 1 260 min 0 5 1 -.419 3 .001 5 . 0 1 NC 1 NC 1 Envelope AIS/S 100-12: ASD Cold Formed Steel Code Checks Memhar Shane Cnrie I ncfftl IC. Shear .I nr.rft1 nir 1 C Pn/nrn[k1Tn1)mrk1-Mnvv/() Mn77/0 Ch r.MVV Cm» Fnn 1 M 1 2x625xl.. .495 0 3 .109 0 y3 11.01 24.498 .706 3.512 1 ..319 .85 C5.2.1-3 2 M2 2x625x1.. .276 1.094 3 .052 5 v 3 11.01 24.498 .731 3.712 1 .25 .85 C5.2.1-3 3 M3 2x625xl.. .960 1 2 .142 0 z 2 11.01 24.498 .731 3.712 1 .597 .6 C5.2.1-3 4 M4 6005250.. .910 0 2 .235 0 2 7.619 20.06 .415 1.563 1.616 .6 .85 C5.21-3 5 M5 60os250.. .018 0 2 .018 0 v 12 8.34 20.06 .806 2.667 1 .6 .85 C3.3.1-1 6 M'6 60OS25o.. .007 12.333 2 .000 0 z 2 10.757 20.06 .454 1.09 1 .286 .6 C5.2.1-2 7 M7 2x625xl.. .856 0 3 1 .144 0 Y 3 11.01 124.498 .706 3.5 1 .422 .85 C5.2.1-3 8 M8 2x625xl.. .477 3.75 3 .050 0 3 11.01 24.498 .731 3.712 1 .63 .85 C5.2.1-3 9 M9 2x625xl.. .461 0 3 .087 5.111 .3 11.01 24.498 .731 3.712 1.405 .51 .85 C5.2.1-3 10 M10 60os250.. .033 0 2 .000 0 v 51 2.766 .20.06 1 .468 3.177 1 .6 .6 05.1.1-1 11 M11 60OS250.. .002 0 3 .002 0 V 13 2.766 20.06 .806 2.667 1 .6 .6 C3.3.1-1 12. M12 6005250.. j .001 0 2 .000 0 1 .2.216 20.06 .743 2.667 1 .6 .6 C3.3.1-1 13 M13 6005250.. .561 0 2 .181 0 2 8.116 20.06 .806 2.667 1 .6 .85 C5.2.1-3 14 M14 2x625xl.. .470 0 3 .109 0 3 11.01 24.498 .706 3.712 2.479 .319 .85 C5.2.1-3 15 M15 2x625xl.. .300 1.094 3 .052 5 v 3 11.01 24.498 .731 3.396 1.106 .25 .85 C5.2.1-3 16 M.16 2x625xl.. .960 1 2 .142 0 'z 2 11.01 24.498 .731 3.712 1 .597 .6 C5.2.1-3 17 M17 6008250.. .734 7.177 2 .235 0 2 7.619 20.06 .415 1.563 1 .6 .85 C5.2.1-3 18 M18 6005.250.. .018 0 2 .018 0 2 8.34 20.06 .806' 2.667 . 1 .6 .85 03.3.1-1 19 M19 6005250.. .007 12.333 2 .000 0 z 2 10.757 20.06 .454 1.09 1 .286 .6 C5.2.1-2 20" M20 2X6 -25X1.. .809 0 3 .144 0 3 11.01 24.498 .706 3.712 2.431 .422 .85 05.2.1-3 21 M21 2x625xl.. .524 3.75 3 .050 0 3 1 11.01 24.498 .731 3.353 1.048 .63 .85 C5.2.1-3 .22 M22 2x625x1.. .483 0 3 .087 5.111 v 3 11.01. 24.498 1 .731 3.53 1 .51 .85 05.2.1-3 23 M23. 60OS250.. .033 0 2 .0000 .766 20.06 .468 3.177 1 .6 .6 C5.1.1-1 24 M24 6005250.. .002 0 3 .002 0 20.06 .806 2667 1 .625 M25 6005250.. .596 0 2 .181 0 F32.766 .116 20.06 .716 2.479 3064 626" M26 6006250.. .031 0 2 000 0. .216 20.06 468 3.177 1 6 6 05.1.1=1 RISA -3D Version 14.0.0 [�..\.. A..\...\...\...WainTrussWain Frame -End Truss 40x8Oxl4.R3D] Page 14 Frecisiman Engineering, Inc. ' WALL & ROOF PURLIN DESIGN: Pages 1,400 — 11599 250-A Main Street E -Mail: info@structurel.com ' Klamath Falls, OR. 97601 Web: www.structure1.com ph. (541) 850-6300 fax (541) 850-6233 Y 0� 1 PSEI SK -6:... MRD Roof Pudin Deisgn- Dec 8, 2015 at 8:31 AM Strat-0-Span 215-25 Pude Desi9n.R3D I Loads:BLCA Dead PSEI SK -3 MRD Roof Pudin Deisgn Dec 8, 2015 at 8:30 AM` Stmt -0-S Pan 215-25 Pudin Design.R3D k Loads: BLC 2, RLL PSEI SK -4 MRD Roof Pudin Deisgn, Dec 8, 2015 at 8:30 Am Strat-O-S pan 215-25 Pudin Design.R3D 1 Vmrrn,rlrlm,MTM,rlMTllTM,rmm,rlTrNTIr'i fii (,Z .068k/ft .077k/ft 1 4 Loads: BLC 3, WLA (Govems) PS'EI SK-5 MRD Roof Puffin Deisgn Dec 8, 2015 at 8:30 AM Strat--0-Span 215-25 Pullin Design.R3D a°ci• .96 N1 HN2 b Member Code Checks Displayed (Enveloped) Envelope Only Solution PSEI SK -7 MRD Roof Podin Deisgn Dec 8, 2015 at 8:32 AM Strat-0•S pan 215-25 Pullin Design.RM Company PSEI Dec 9, 2015 �",;—.,Ii ( Designer MRD r, 11:09 AM F j I Job Number Strat-O-Span 215-25 4�(; �. �,�;� Checked By: ' r E c H N o L o c i E s Model Name Roof Purlin Deisgn ; Cold Formed Steel Properties , Label E rksil G rksil Nu Therm \1E5 F Densitvf ftA 31 Yield[ksil Fu ksi 1 A570 33 29500 11346 .3. .65 .49 33 52 , 2. A607 C1 55 29500 11346- .3' .65 .49, 55 70 Cold Formed Steel Section Sets .. ' Label ShaDe Tvoe Desion List Material Desion Rules A int 'Iyy fin4lIzz rin4l J rin4l 1 Purlin 6ZS2.'50x059 • Beam I None A607_C1_55 TVDical 1 .734 1 1.373 " 4.21 1 .000851 Joint Coordinates and Temperatures Label X ft Y ft Z rftI Temp F1 Detach From Diaphragm 1 N1 0 0 0 0 I 2 N2 t =15.58 1 '0 1 Oy - 0 Joint Boundary Conditions Joint Label X k/in Y k/in Z rk/inl X Rot. k-ft/rad Y Rot. k- radl Z Rot. k-ft/rad 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2- "N2 Reaction` Reaction' Reaction Reaction: Cold Formed Steel Design Parameters Label Shape Leng... Lbyyfftl Lbzzfftl Lcomp topLftl Lcom ...L -tor u... K Kzz Cm... Cm... Cb R aft s... z s... 1 M1 Purlin 15.58 4 1 1 4 Member Distributed Loads (BLC 1 : Dead) Member Label Direction Start Ma nitude k/ft End Ma nitude k/ft Start LocatiohLft.%l End Location 1 M1 Y -.01 -.01 0 0 Member Distributed Loads (BLC 2: RLL) Member Label Direction Start Ma nitude k/ft End Ma nitude k/ft Start Lo'cation[ft.%l End Location ft °° 1 M1 PY -.09 -.09 0 0 Member Distributed Loads (BLC 3: WLA (Governs)) Basic Load Cases BLC Descri t... Cate o X Gra ... Y Gra..Z Gra... Joint Point Distributed Area ...Surfa. 1 Dead DL tf2 x 0t '_RLL`•Y H y7 a r t ;* ,r„ r P; ;t ;5 ,. i� r= �, -RLL X34,.�.....�..s.,�. .sf_ e e.. , r ,+. .I t�1 a a� ,. G:. 3 WLA (Gover... WL+Y 2 Load. Combinations RISA -3D Version 14.0.0. [\..\...\...\...\...\...\Dsg Engineering\Purlin Design.R3D] Page 1 Company PSEI Dec 9, 2015 r z �'r Designer MRDI (� `�' 11:09 AM Job Number Strat-O-Span 215-25 1 i Checked By: T e c H N O L o c i e s Model Name Roof Purlin Deisgn Load Combinations. (Continued) t_ Load Combination Design Descri tion ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footin s Aluminum Connecti... 1 . IBC 16-8 Yes Yes Yes Yes Yes Yes Yes- Yes Yes 2 IBC 16-10 (a) Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 . IBC 16-12 (a) Yes Yes Yes -Yes Yes Yes Yes Yes Yes 4 IBC 16-13, (a) Yes Yes Yes Yes Yes Yes Yes Yes Yes .. 5 IBC 16-15 Yes Yes Yes I Yes Yes Yes Yes Yes Yes B i f 1 2k/ft t 2 . k • Loads: BLC 4, WLB Precision Structural Engine.. SK -3 tz Wall Girt Design Dec 9, 2015 at 3:22 PM Sbat-Mpan 215-25 Wall Girtoesign.RM Member Code Checks Displayed (Enveloped) Envelope Only Solution Precision Structural Engine.. SK-4 tz Wall Girt Design Dec 9, 2015 at 3:23 P M Stmt-0-Span 215-25 Wail Girt Desi9n.RM �G Company Precision Structural Engineering, Inc. i`''Dec 9, 2015 �xa' Designer tz 3:23 PM J��e €, Job Number Strat-O-Span 215-25 Checked B T .E C H. N o L o c i E s Model Name Wall Girt Design y• �� Cold Formed Steel Properties Cold Formed Steel Section Sets Label ShaDe Tyl2e Desi n List Material Design Rules A rin2l lyy fin4lIzz fin4l J ih4 1 I Purlin 16ZS2.5OxO591 Beam I None A607_C1_55 TyDical 1 .734 1 1.373 1 4.21 1 .000851 Joint Coordinates and -Temperatures Joint Boundary Conditions Cold Formed Steel Design Parameters Label Shape Leng... Lb ft Lbzz ft Lcom to ft Lcom ... L -tor u... K Kzz Cm... Cm... Cb R afts... z s... 1 M1I Purlin 1 16 1 1 1 1 1 1 1 L 3 WLA WL+Z 3 1 .:4 s >WLB ;� = ;'t f?�..�;t?WLyZ 4 �,'_t :i;� ut � :. ' ._, s :.? " t � Member Distributed Loads BLC 3: WLA _ ,,V it".. e* - 1 tea, DL �•k6i WL•'+Z'• X0i4 i91- 5 ' Member Label Direction . Start Ma nitude k/ft End Ma nitude k/ft Start Location ft % End Location ft % 1 M1 ' Z -.069 -.069 0 0 Member Distributed Loads (BLC 4: WLB) Member Label Direction Start Ma nitude k/ft End Ma nitude k/ft Start Location ft °o End Location ft °/ ' 1 M1 Z -.12 -.12 1 0 1 0 Basic Load Cases BLC Descri t... Cate o X Gra...Y Gra..Z Gra... Joint Point Distributed Area ...Surfa... 1 Dead DL -1 L 3 WLA WL+Z 3 1 .:4 s >WLB ;� = ;'t f?�..�;t?WLyZ 4 �,'_t :i;� ut � :. ' ._, s :.? " t � Load Combinations Descrintlon So..P... S - RLCFar. RI r` Far RI r`Far RI (`Far RI rFar RI rP— RI rf:— .RI (`P— RI rlc— QI rC 1 IBC 16-8 Yesl Y DL 1 <� 2 :s.IBC16'12 a � Yes �Y3 t�+ L :'�1 �� ;1/VL--+Z ;;;g, �! � �ti,,� .:+ :;i:� " ��.t. �� ;�':?�_ ;T'� r<�T` ,r�� kF ,�. •�;,{ '�.� ,' #;= 3 IBC 16-13 a Yes Y DL 1 WL+Z .45 '4 A IBC 16=15 ?:3 Yes Y., _ ,,V it".. e* - 1 tea, DL �•k6i WL•'+Z'• X0i4 i91- 5 IBC 16-12 a Yes Y DL 1 WL -Z :6 �6k ;�IBC:916=1-3;(9)',Yes �Yr E DL;�1`�i;;WL"Z ,P45 g� A�.i..r,u3. 7 IBC 16-15 Yes Y DL .6 WL -2 1 .6 RISA -31D Version 14.0.0 [C:\Users\Zegin.Zhang\Desktop\Vyall Girt Design.R3D] Page 1 , C Company Precision Structural Engineering, Inc. -'r Dec 9, 2015 f. �! Designer tz i 3:23 PM ' E -i HM, � Job Number Strat O -Span 215 25 Checked By: T E c H N o L o G I E s Model Name Wall Girt Design Load Combination Desi n nocrrintinn ACIP rr) ARIP ConArc ur,f AnilorA rnlll C.,. \Ar,.,.,a !`.........a.. nA........_. r.... a:_.._ A1..�:_..� 1 IBC 16-8 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-12 (a) - Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-13 (a) Yes Yes Yes Yes Yes 'Yes Yes Yes Yes 4 IBC 16-15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 (a) Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 JIBC 16-13 (a) Yes Yes Yes Yes Yes Yes Yes Yes Ye's- 7 1 IBC 16-151 Yes Yes Yes Yes Yes Yes Yes I Yes Yes Envelope Joint Reactions [-;of V rLl I f` V r1.1 I !, 7 r1A I ' Envelope Member Section Forces AAemF.c Ce AVI•,Iro 1 r` CL..... -r1.1 CL.... -r1., Envelope Member Section Deflections AA --K- Ce .. r;..l I f, , r:-.1 I n _ r:— 1M1 1 max -- - 0 -- 1 •• 0 --- 1 •-. ... 0 �.. 1 �,.�.u.0 0 ... �V 1 Ir �, I,a IV NC LV 1 11 LLI\GIIV LV NC 1 2 . min 0 _. T : "., 0 -: 1 0 . _, i 0 1 NC'. 1 NC 1. 3 2 max 0 1 0 1 .091 1 0 1 NC 1 3522.003 4 4'> min 0' 1" ':'-.855 5 .055 4` 0 1 224.595 5'' 2113.202 -1 5 3 max 0 1 0 1 0 1 0 1 NC 1 NC 1 6-.1 min • � 0 :. 1' 0 ` ` 1 t . 1' ., 0 1 NC I NC., 1 Envelope AISI S10042: ASD Cold Formed Steel Code Checks Member Shape Code ... Loc ft LC Shear ...Loc ftDir LC Pn/Om k Tn/Om k Mn /O... Mnzz/O... Cb Cm Cmzz E n 1 M1 6ZS2.50... .750 8 5 .174 16 1 y 1.5 114.249 124.1611 1.096 1 3.401 1 1 1 .85 1 .85 JC5.2.1-2 I I II' RISA -3D Version 14.0.0 [C:\Users\Zegin.Zhang\Desktop\Wall Girt Design.R3D] Page 2 250-A Main Street Klamath Falls, OR. 97601 E -Mail: info@structurel.com ph. (541) 850-6300 Web: www.structurel.com fax (541)850-6233 Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 www.strbaturel.com • Email: inffo@structuret.com \• 4 � PROJECT NO. (7 �SHEET(6p1 OF PROJECT NAME' DESIGNED BY XV9 DATE b .-SUBJECT CHECKED BY DATE .M EYP y'' • . �.� _ .�. � � 1 - Lb p -20 . s. � �•-tip � . cs 1 - A. I - - A _ Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 , Tel (541) 850.6300 • FAX (541) 850-6233. Tel (541) 858-8500 www.structurel.com • Email: info structure1. PROJECT NO. SHEET OF PROJECT NAME DESIGNED BYDATE / ' �f S'U'BJECT CHECKED BY - DATE i ... - - i I i : : i : -��� f� %22, . f�.. - 07 nn ;`_ Connections for Use with the 2007 North_American _ _ < Cold -Formed Steel S ecifica P tion IV -1 - TABLE OF CONTENTS' - _ --=- P 'RT IV Par Use&.W!e1-he 20.07 ®ISS t pe6fka' �i®51 for the De'sign ©fGW-Farm' ed Siee-8 ��PCtur@ Membp-rs SECTION 1 • WELDS ........................ ~= .._=�_=:•:_. 1.1 Notes On The..................................................... tiles . ........ ... ........... -'--�- ' 1.2 W gilded Conn .....:............................... .... ection Design Tables ................:...... ' Table I�1-1...................�.................. .....St ........... a - J- ., ` - :'. ..........................:.................................. Table IV/ -2 Resistance ee"S ot') oWelds Sh tanc p ear' en able Ill -3....: Arc Spot Welds -Shear of She t 5 ......................... 5 1). e (s) Welded to a Thicker Supporting Member ....:............... Table IV -4 Arc Spot Welds She of Sheet Welded to an Identical Sheet.. 7 Table IV -5 - Arc Spot Welds - T ' P erasion ............:...:... :. ................ _::==-.._ • _;' SECTION 2 -BOLTS .:......:......: .........._.. 2'1 Notes On - The -Tables ..................... _. 2.2 � Bolted Connection Design Tables :.................'.:....... Table IV --6 � -' ....... . Bolts - Tension .........:.............. ............ �. Table fV-7 Bolts -Shear ............. 10 Table IV -8a Bolts - Bearing on Inside Sheet of Double Shear Connections -Bolt Hole 1 _ 0 Deformation Not Considered ......................... Table IV -8b Bolts - Bearing on Outside Sheets of .......Connections With Washers.on Both 1 `- Sides - Bolt Hole Deformation Not Considered ...:.......... Table IV -8c Bolts - Bearing on Outside Sheets of Connections Without Washers `on z 11 oth Sides - Bolt Hole Deformation Not Considered SECTION 3 - SCR-EWS ..........:....... .........12 r - 3..1 Notes On The Tables.....-.. _... 13 .................... _ 32 Screwed Connection Desi Tabll L..........................:.....................:..........13 - Table IV -9a . Screws - Shear of Sleet (Fu = 45 ksi) Representative TZiidmesses ............:.15 Table IV -9b: Sh Screws - ear of Sheet (Fn = 65 ksi) Representative Thi = Table IV:9c Screws - Shea_r of Sheet (F Thicknesses ............ 16. u = 45 ksi) SSMA Desi Thicknesses -'- � Table IV -9d Screws - Shear of Sheet (Fu = 65 ksi) SSMA Design Thin ...............17 - Table IV -10a Screws -Pull -Out (Fu ess . = 45 ksi Representative es .............1 �= Table IV 10b --- Screws -Pull-Out (F P Tludrnesses .......................19 ___ u = 65 ksi) Representative Thicknesses .:..'........... - Table IV -10c Screws - Pull -Out =-- r� �� ^ „ J . (Fu _4,5 ksi) SSMA Design Thicknesses .............:.... ..wle !Y i�u Screws' Pull -Out (Fu = 65 ksi SS ......2 MA Desi 0 Table IV -11a Hex Head Screws - Pull -Over (F Thicknesses' Table IV -11b Hex Head Screws - p _Over �u =.45 ksi) Representative Tk�.iclazesses .. 21 Table IV.11c u = 65-ksi) Representative Thi Hex Head Screws- --Pull-OPer, (Fu = 45 ksi SSMA Desi cknesses .. 21 Table IV -11d-- Hex Head Screws -Pull-Over ) Design clmesses .... 22 (Fu = 65 ksi) SSMA Design Thi-ckaesses .... 22 Will* o. o� a 0 0 0 a' 01 0 0 0 0 0 0 0 0 0 0 Connections for Use with the 2007 North American Cold -Formed Steel Specification v4, SECTION 1- WELDS The application of welded"connections must comp tion E2'of thely with the reqnn uireents set.forth in Sec- . Specification. The Specification -applies to the Welding of parts where the tlLizu est part is '116 in. or less.. For welded connections in which the -thickness of the thinnest connected Part is greater Mian 3/16 in ,refer to the RISC spedaatiOnsl. Welds shall be made in accordance with AWS D1.3, except resistance welds which sh-&.b, in accordance with A JS C1.3. The provisions governing welds are organized by weld type in Sections E2.1 through E2.6.. With the exception of resistance spot z'velds,- the welded 'connections -r states of: ae subject to the knit 1: Base metal rupture 2. Weld metal rupture These "Lust be separately checked and the lower of the two streng��lis is used. For welded con- nections in which not all elements of the cross-section are used to .transmit force, Section E2.7 requites the consideration of shear lag in the "Lember. 1.1 -Notes On The T aWes Shown in -Table IV -1 are the nominal shear stre baths for unit length fillet welds various sheet thimade on cknesses and for sheet tensile strengths of 45 ksi and 65 ksi. The nominal weld shear strength is found by interpolating between -values in the Table, then multiplying by the length of fillet weld used (adding values for longitudinal plus transverse welds). For the ASD, weld design shear strength is determined by dividing the nomin� We For .LRFD, the weld design shear strength is found by m-�-dpl�ld shear strength b, Q. e strength by g -fie no,,.,inal Weld shear �. Nominal shear strengths of resistance welds, "spot welds" ASD, the weld allowable..shear strength is determined b dividing the dom Table eV -2. For strength by n. For-LRFD, the weld design shear strength is found by-* ulti l incl weld sheaf weld shear strength by Pg the nominal Table IV -3 gives the nominal shear strengths for sheets welded to thicker supporting mem_ begs with 1/2 in, 5/8 in., and 3/4 in. arc spot welds, based on sheet, stren vided for sheet tensile strengths of 45 ksi and 65 ksi. 'Nominal strengths are strength Values aze by in- terpolation based on the total sheet thickness being welded to the supporting structure. For ASD, the weld allowable shear strength is deter=6 ed by dividing .the nomin�j Weld shear strength by S2. For LRFD the weld design shear strength is found b multi 1 - weld shear strep b y P ymg the nominal y �. The streng`1z of the weld tion Eq. E2:2.1:2-1. metal must also be checked using Specifica- � � • - Tab1e.IV-4 gives the nominal shear strengths for a sheet welded to an identical sheet with she iii,, 5/ 8 in., and s. o in arc spot welds, based on sheet strength. Values are provided for sheet tensile strengths of 45 ksi NoznizLal strep are the thicknelss of one of the two identical sheets. -.For ASD,eth weld a1ed 1oW� �h ter° StreiLed on gth is determined by dividing the nominal weld shear strength by S2: For LRFD, the weld deli shear' strength is found by- multiplying the nominal weld shear strength b ,the weld n.Letal,..F=" must exceed'45 ksi. y � The strength of Table IV -5 gives thenominal tensile strengths for 3/4 concentrica]ly loaded 1/2 in, 5/8 i�, and in. arc spot welds based on sheet strength Values are prodided for sheet tensile s . trengtlLs . 1 RISC -360, Specification for Structural Steel Buiidirigs, AmericanlzLstitute of Steel Construction, Chicago, 7L, 2005 f Y U IV -4 Connections for Use with the.2007 North American Cold -Formed Ste el Specification of A5 ksi and 65 ksi. Nornil strengths axe determined by interpolation based on the total sheet thickness being welded to 'the supporting stricture. When -used as side lap connectors within a deck system, these values must be reduced 30 percent. -In 'other eccentric connections, '{hie values must be reduced by 50 percent.' For ASD, the weld allowable shear strength is d mined by dividing the non inal weld sheaeter- r strength by 52.. ForLRI�D, the weld design sheai r strength is found by multiplying the- nominal weld shear strength b 1 weld Lnetalmust also be checked using Specification Eq. E2.2.2-1. y The strength °i the 2.2 Welded Connection Design Tables r - 1 r . 1 - 1 _..SECTION 2 - BOLTS ' Bolts,•WasherS and nuts approved for use with y P cold formed members are listed m the Spec' t fication in Section E3. The application must comply with the requirements set forth in Section = ; E3. The Specification applies to the bolting of 'cold-formed steel structural members in which the thickness of the thinnest connected part is less than 3/16 inch For connections where the thm- nest connection part equals 3/16 inch or thicker refer to the AISC specification. The area resist- . Trig failure due to shear or tension is deterrnini d by deducting the -bolt hole size along the co ire- sponding failure surface. A standard hole is defined for bolts less than 1% 2"chin eter as - _ the diameter of the bolt plus 1/32 in. For bolts equal to or greater than 1/2 in., the standard ' hole size is taken as the bolt diameter plus 1/16_ inch Requirements for bolted slip nections are not contained in the Specification. P c tical cor% Bolted connections ase subject to the ]unit states of . 1. Shear governed by spacing and edge distance 2. Rupture in net section (shear lag) - - 3. Bearing on th& base material . 4. Bolt strength Spacing and Edge Distance: Bolt spacing and edge distance provisions are found in SectionE3.1 in Appendix A (or.B for Canada.). The available strengths are based on shearing of connected ma- terials between the outside bolt and the edge of the material or shearing of the connected mate- rial betweenbolt holes. TZupture in net section: Rupture of the net cross-section subject to tension must be evaluated us- ing Section E32 en in Appendix A (- or B for Canada). - This section includes provisions for connec- _; tions with staggered and non-staggered hole patterns as well as members in which forces are transferred by less than all of the cross -section.elemenz s. _ Bearing Section E3.3 in the main body of the Specification provides strength checks based on the ' bearing strength of the connected material. Separate checks are provided for the cases where _. -bolt hole deformation is, and is not, considered. Bolt Strength: The strength'of bolts is evaluated caso- in o the provision of Section E3.4 in Appendix shear and ten A (or Appendix B for Canada). Strengths are provided for shear, tension and the interaction of - sion. ' - 2.1 Notes On The Tables Shown in Tables IV-6 and IV-7 are tabulated values for the nous al tension strength and the nor6inal shear strength for A307, A325, A419, A354 and A490 bolts. Available strepg be found directly from the table fox ASD by dividing by SZ, and for �T yb multi lying yb pan , . P Provided in Tables IV-8a, IV-8b and IV-8c are beating strengths under various shear condi- tions for steels with tensile strengths of 45 ksi and 65 ksi. The allowable str ' found by dividing by S2, and for y ength for ASD can be LRFD bmultiplying by 2.2 .. Bolted O.opa ection Design Tables AISC-360, S eci cation r Structu P fi f° rai Steel Bu-tldings, Amenral �tr{ute of Steel Constructiox� Chicago, lL, 2005 LF IV -10 Connections for Use with the 2007 North American Cold -Formed. Steel Specificati, Table IV - 6 91 -See Table 0.75 meter, in. Bolts ,/2EEEE :3/ 4: in.2 Shear Tension .4 963 .2485 -3068 .44-tB Nominal Tension Strength, kips Lr ngth, P. .84 112 13-8 19.9 7.7 .22.4 27.6 39.?, Nominal: Shear Strength, P,,, kips 49.�7 Nominal Nominal Bolt Dia ASTM Fy Fu Diameter 1/4 Fnt 3/8 -5/16 3/8 7./16 t Designation kSl ksi' in. Q ksi . . GrossArea, in.2 .0491 .0767 .1104 *-1503 .1963 .2485 G -ross Area .4418 (EO J7 N or X <1/2 24.0 118 .0491. .0767 -J-104 .15M -i A307 60 < 1/2 .1 2.25 40.5 1.99 3.1-1 4.47 6.09 5.30J) �, 6.71 8.28 �t 1/2 2.25 45.0 1/2 54.0 8 A,325 92 -1-20 1/2 2-0- 0,0 X 72.0 14-1 17.9 22.1 31-8 A449 N < V2 47.0 1 A449 92 120* < 1/2 2-0 81.0 3.98 6.21 X J-2 2 W12-2 72.0 A354 Gr. BD 1.30 150 150 < - -1/2 ?--0 101-0 4.96 7.75 j8.95 1-1-2 15.2 <1/2 1 A,490 - 150 1/2 2.0 112.5 X Note: Available Strengths are: ASD: P�/n LRFD: �P, Table IV -7 91 -See Table 0.75 meter, in. ,/2EEEE :3/ 4: in.2 Shear 963 .2485 -3068 .44-tB .84 112 13-8 19.9 7.7 .22.4 27.6 39.?, Nominal: Shear Strength, P,,, kips 49.�7 Nominal Table IV -7 Bolts Shear 4 0.65 Nominal: Shear Strength, P,,, kips Nominal Bolt Diameter, in. ASTM Type Diameter Fm 1/4 5/16 3/8 7/16 ' 2' 9/16 5/8 3 Designation (2) in: ksi - . . . GrossArea, in.2 .0491 .0767 .1104 *-1503 .1963 .2485 .3068 .4418 (EO J7 N or X <1/2 24.0 118 1.84 2.65 3.61 > 1/2 27.0 --------- 5.30J) �, 6.71 8.28 A325 N 1/2 54.0 10.6 - 13.4 16.6 23.9 X 72.0 14-1 17.9 22.1 31-8 A449 N < V2 47.0 2.31 -3.60 5-19 47.07 X 72.0 3.53 5.52 7.95 16.8 A354 Gr. BID N <1/2 59.0 '-2-90 4.53 6.52 - 8.87 X 90.0 4.42 6.90 9.94 13.5 A49"0. N >7- 1/2 67.5 - - 13.3 16.8 20.7 29.8 90.0 .17.7 22.4 27.6 39.8 Notes: Available Strengths are: ASD:. P,/S2 - LRFD: �P, (2) Type N has threads included in a -shear plane Type X has threads exciuded.from aii shear planes Connections for Use with thee 2007 North_ Amencan Cold Formed Steel Specification . • IV -11 Table IV - 8a Bolts Bearing on Connected Members Inside Sheet of Double Shear Connections 2.50 Bolt.Hole Deformation Not Considered. � = 0.60 Nominal Bearing Strength, P,,, kips Fu = 45 ksi Fu = 65 ksi i Nominal Bort Diameter, in. Nominal Bolt Diameter, In. (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 5/16 -3/8 7/16 / / 1/2i 9/16 0.024 106 121 181 L37 138 1.45 162 194 1.53 175 L90 L98 199 2.10 133 ?-.80 z 0.036 162 2.02 2.39 2.62 , 2.81 2.95 3.05 3.10 . 2.33 2.92 3.45 3.79 4.06 4.27 4.40 4.47 0.048 2.15 2.69 3.23 3.77 4.25 -4.57 4.84 5.25 3.11 3.89 4.67 • 5.45 6.14 6.60 7.00 7.59 0.060 2.69 3.37 4:04 4.71 5.39 6.06. 6.64 7.41 3.89 4.86 -5.84 6.81 7.78 8.75 9.59 10.7 • 0.075 3.37 4.21 5.05 5.89 6.73 7.578.42 10.10 4.86 6.08 7.29 8.51 9.73 10.9 122 14.6 0.090 4.04 5.05 6.06 7-07 8.08 9.09 10.1 12.1 5.84 7.29 8.75 10.2 117 13.1 14.6 17.5 0.105 4.71 5.89 7.07 8.25 9.43 10.6 11_8 14.1 6.81 8.51 10.2 119 13.6 15.3 17.0 20.4 0.135 6.06 7.57 9.09 10.6 12.1 13.6 15.1 18.2 8.75 10.9 13.1 15.3 17.5 19.7 219 26.3 0.165 7.41 9.26 LL1'1 13.0 14.8 1 16.7 18.5 22.2 10.70 13.4 • 16.0 18.7 214 24.1 26.7 32.1 'Notes: Available Strengths are: ASD: P, / Q LRFD:�P. Table IV - 8b . r<. Bolts Bearing on Con.nected Members Outside Sheets of Connections with Washers on Both Sides = 2.50 ' = Bolt Hole Deformation Not Considered � = 0.60 Nominal Bearing Strength, P�, kips Fu= 45'ksl Fu = 65 ksi t Nominal Bolt Diameter, in. ..�:- (in.) Nominal Bolt Diameter, in. 1/4 5/16 3/8 7/16F2.12 9/16 5/8 3/4 .. 1/4 5/16 3/8 7/16 (1/2 ;9/16 5/8 3/4 0,024 0.799 0.911 0.987 103 109 122 146 115 L32 1.43 149 150 1.58 175 2.11 0.036 L22 f152 180 1.97 222 229 2.33 175 219 260 2.85 3.06 3.21 3.31 3.36 0.048162 2.03 2.43 2.84 3.44 3.64 3.95 2-34 2.92 3.51 4.09 4.61 4.96 5.26 5.70 -0.060 2.03 2.53 3.04 3.54 4.05 4.56 4.99 5.57 2.92 3.66 4.39 5.12 5.85 6.58 7.21 8.04 .5 2.53 3.16 3.80 4.43 5.06 5,70 6.33 7.59 3.66 4.57 5.48 6.40 ' 7 lli 823 - _ 9.14 110 0.090 3.04 3.80 4.56 5.32 6.07 6.83 7.59 9.11 4.39 5.48 6.58 7.68 8.77~. 9.87 110 13.2 0.105 3.54 4.43 5.32 6.20 7.09 7.97 8.86 10.6 5.12 6.40 7.68 8.96 10.2 11.5 12.8. 15.4 10135 4.56 5.70 6.83 7.97 9.11 10.3 114 13.7 6.58 8.23 9.87 L15 13.2 14.8 16.5 19.7 I _ 10165 5.57 6.96 8.35 9.75 111 12-5 13.9 16.7 8.04 10.1 121 14.1 16.1 18.1 20.1 24.1 Notes: Available Strengths are: ASD: P„/ Q • _. LRFD: �R, IV -12 Con 01 nections for Use with the 2007 North Amedcah Cold -Formed Steel -Specification Table IV - 8c Bobs Bearing on Connected Members Outside Sheets of Connectigns Without Washe'rs on Both Sides 2.50 Bolt Hole Deformation N e.L Considered'. = O'so 'Nominal Bearing Strength, P�, kips Fu= 45_kSl Fu = 65 ksi 4 Nominal Bolt Diameteri-in. (in.) -1-6 Nominal Bolt iameter, in. 1/4 S/16 3/8 TI ".2 &/8 /_45/16 3/8 5/8' 0.024 0.599 0.683 0.740 0.772 0.776 0.820 0.911 Log 0.865 0.986 1-0 - 7 7 I- Li 3/4. 0.036 0.911 0911 1-14 L14 L35 L48 L59 L67 L72 L-75 L32 165 1.95, 112 118 132 I_S8 0.048 1-2.2 1.52 1.82 2.13 2.40 2.58 2.73 2-96 1-75 2.-14 2.29 2.41 248 48 2-S2 0.060 A_ 52 L90 228 2.66 3.04' 3.42 3.74 249 2.63 3.07 3.46 3.72 3j95 428 0.075 ' 190 ' 2.37 2.85 3.32 3.80 4.27 '4.75 4.18 2.19 .2.74 3.29 3.84 4.39 .4.94 5.41 6.03 5.70 2.74 3.43 4.11 4.80 -5.48 -6A7 6.88 8.23 0.090 2.28 . 2.85 3.42 3.99 4.56 5-13. 5.70 6.83 3.29 4.11 4.94 5.76 6.58 7.40 0.105 2.66 3.32 3.99 4.65 5.32 5.98 6.64 7.97 3.84 4.80 5.76 6.72 7.68 8.23 9.87 0.135 3.42 4.27 5.13 -5.98 6.83 7.69 8.54 10.3 4.94 6.17 7.40 8.64 8.64 9.60 jj 5 _ 10.165, 4.18 5.22 1 6.26 7.31 8.35 9.40 10.4 1?6,03 7.54 . 9.87 ILI 12- 3 14.8 .5 9.05 10.6 J-2.1 13.6 Note: Available Strengths are: ASD: P, /Q LRFD: �P_ 1 Precision Structural Engineering, Inc. Medford Office . 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 _ www.structurel.com • Email: info@stricture c6m a 1 PROJECT NO. /:fD-Lrr,k -rte— SOCVL� Z15'?SHEET �4I D OF , t PROJECT NAME.DESIGNED BY DATE SUBJECT CHECKED BY DATE 1 rV1�- )JO ar. PLS AY Poe /2 r� .. . 1 (r �� Lb_l�l._ :..�}�las,.v.�L .... _...Slce.►��._i'�. _... _...x.. �I�_.._.. _.cl, .� }b�14.6 i'` -�-5-- nU s� .' _. .�- 130 E e�6L i� Precision Structural Engineering, Inc. Medford Office ' 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 www.structure1.com • Email: info@structurell/m — PROJECT NO. 07SHEETL.ro1� OF PROJECT NAME DESIGNED BY /WD .DATE SUBJECT CHECKED BY DATE 1 i. ........ 1 K ` I'orE� ?r °S .: �SE. _ ...C�� - �Z�,- - :�:30 L, i - .i Jj f,o�� Cold-Fored-Lee1 ='esin jL- WE._ `.. 7 Connections for Use with the 2007 North American (,oiri_r, A q,- 6 �_a: YeU!Hca bon JABLE OF CON r EN TS PART IV CONNEMON DESIGN for Us With the "007 Edition of the North. kmerican.SoeDificatian for-the -Design I L os Cold -Formed steel Structural Membe* L rs SECTION I -WELDS 1.1 ..........I................................................................................................. Notes On The Tables 1.2 Welded Connection Desi" Tables .......... .................... gn 3 ......................... ` ....... ........ Table IV -1 Fillet Welds - Shear of Sheet 4 - 5 Table IV -2 Resistance ("Spot' - Welds Shear Strength ....... ...... ............... * ....... 5 ShearTable-IV-3 Are Spot Welds - Shaof Sheet(s) Welded to a- Thicker Supporting Member......... .................................................................. I ............................ Table IV -4 Arc Spot Welds - Shear of Sheet Welded to an Identical Sheet ....................... 6 7 Table IV -5 Arc Spot Welds - Temio*n.8 SECTION 2 - BOLT� 2.1 Notes On The Tables ................. . . .......... 9 12 .. .......... Bolted Connection Design Tables ......................... ................ , ............ : ...... --.*111111 ............ Jable IV -6 Bolts - Tension 9 ................... ............................................ ....................... .Table IV -7 Bolts. - Shear' 10 l ........................ .......... ............................. * ........................... Table IV -0a Bol -63 -Bearing on Inside Sheet of Double Shear Connections -Bolt Hole' 10 * D eforraation Not Considered :11 ............... ** Table IV -8b . Bolts - Bearing on Outside Sheets of Connections With Washers on Both Sid -as - Bolt Hole D ef ormaaJdbn Not Considered....... ................. 11 Talo e IV-loc. Bolts - Bearing on Outside Sheets of Connecdons Wiffibut Washers on . Both Sides - Bolt Hole Deformation Not Consid&ed .................. SECTION 3 - SCREWS .................................................... I ? 3.1 ................................................ I .................. I ....... Notes On The Tables.....'... 12; 3.2 Scmewed Connection D e*sign Tables ................................................ ...................................... Table IV 9.a Screws - Shear of Sheet (F-,, = 4:5 ksi) Representative'Thiclanesses 14: Table iV-9b Screws - Shear of Sheet (R. = 65 ksi) �,epresentativetlacl<nessas .............16 16 TabIV-9c Screws - She -ax of Sheet (F, = 45 ksi) SSY1A Desi' * - 'gn Thi&nesses ................. 1-7 .Table IV -9d Screws - Sheaz'of Sheet (F, = 65 ksi) SSMk Design T!ucj<jjesses 1-- Table IV -1®a Screws -Pull-Out (F, = 45 ksi) �Rqreseitta-ti7efhicknesses . - ................. ........................ -0 19 Table IV -10b ScTeWs - Pull -Out (E = 65 ksi) Representative Thicknesses ..:.................:..19 ia_bye IV-loc Screws - Pull -Out (F,, = 45 ksi) $sMk Design Thicknesses ......................... s A IV-1od 20 a b e Screws- Pull -Out (F, = 65"ksi) SSjvLA - -..Designl i1d cknesses .......................... 20 Tabge IV -11a Hex Head Screws - Pull -Over (F, = a5'ksi) Representative Thickaesses.. 21 Table IV -11b- Hex Head Screws - Pull -Ove, (F, = 65 ksi) Representative Thicknesses 21 Table IV -11c. Hex Head Screws* - Pull -Over (F, = 45.ksi) SSMA Desip Tihickesses .... 'Pull .. 22 Table IV -11d Hex Head Screws.-'. -Over (F. = 65 ksi) SSMA DesigTi Tillicknesses .... 22 3 IV -16 Connections for Use with the 2007 North American Cold -Formed Steel Specification Ill � Table 'IV - 9b #10 -0.190 Screws _ 1.20 1.25 1.25 1.25 1.25 1.25 ':11 z5 .I 1.20 1.60 -1.75 1.75 X1.75 1 - i .: 1 7 .75 :. i 1.20 1.60 2.00 2.44 2.44 2.45 4 2.44 120 1.60 2.00 2.50 3.00 3.00 3.00 Shear of Sheet = F. = 65 ksi 1.20 1.60 2.00 2.50 3.00 .3.50 4.50 Q =.3.0. _0.867_ . Gprt �pp.; -ath. Thicknesses. t :1.36:;: j 1.36 1.36 � =0.5 1.36 G'se G{.�G . VRLC JA.J. ;.- 0:867 1.33 i 1.82 I 1.82 Nominal Shear Strength, PF, kips 1.82 1.82 #12 i0.048 0.216 0.060 Thickness of ! 133 1.86 2.2 2.27 2.27 Screw Diameter member.in - Thickness of member not in contact with screw head, in. 0.075 0.867 contact with !1.86 2.61 2.84 2.84 ` 2.84 Designation in. screw head, in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 3.4 0.036 0.693 0.872 0:872 0.872 0.872 0.872 0'.872 1.33 0.048 0.693 1.07 1.16 1.16 1.16 1.16 1.16 #6 0.138 0.060 0.693 .1.07 1.45. 1.45 1.45• 1.45 1.45 3.98 0.075 0.693 1.03 1.45 1.82 1.82 1.82 1.82 1.58 0.090 0.693 1.07 1.45 1.82 2.18 2.18 2.18 0.048 0.105 0.693 1.07 1.45 1.82 2.18 2.54 2.54 2.11 0.135 0.693 1.07 1.45 1.82 2.18 2.54 3.27 2.63 0.036 0.755 1.04 1.04 1.04 1.04 1.04 1.0.4 -• .0.932 - 0.048 0.755 '1.16 1.38 1.38 1.38 1.38 1.38 #8 0.164 .. 0.060 0.755 1.16 1.62• 1.73. 1.73 1.73 1.73 3.69 0.075 0.755 1.16 1.62 2.16 2.16 2.16 2.16 1.44 • 0.090 0.755 1.16 162 2.16 2.59 2.59 2.59 0.105 0.755 1.16 1.62' 2.16 2.59. 3.02 3.02 4.61 0.135 0.755 1-16 1.62 2.16 2.59 3.02 3.89 #10 -0.190 0.036 0.048 '0.060 0.0715 •0.090 110 •.•_ I0:O-135 5 �: I '0.813 - 0.813 •0.813 0.813 0.813 • 0' &81:3] .813. 1.20 1.25 1.25 1.25 1.25 1.25 ':11 z5 .I 1.20 1.60 -1.75 1.75 X1.75 1 - i .: 1 7 .75 :. i 1.20 1.60 2.00 2.44 2.44 2.45 4 2.44 120 1.60 2.00 2.50 3.00 3.00 3.00 1.20 1.60 2.00 2.50 3.00 3. 50 3.50 1.20 1.60 2.00 2.50 3.00 .3.50 4.50 IOA36 .�. _ _0.867_ . 1.4 -I :1.36:;: j 1.36 1.36 1.36 1.36 ;.- 0:867 1.33 i 1.82 I 1.82 1.82 1.82 1.82 #12 i0.048 0.216 0.060 0.867 - ! 133 1.86 2.2 2.27 2.27 r 2.27 `. 0.075 0.867 1.33 !1.86 2.61 2.84 2.84 ` 2.84 0.090 0.867 1.33 1.86 2.6.1 3.4 3.41 3.41 0.105 0.867 1.33 1.86 2.61 3.41 3.98 3.98 0.135 0.867 1.33 1.86 2.61 3.41 3.98 5.12 0.036. 0.932 1.47 1.58 1.58 . - 1.58 1.58 '1.58 . 0.048 0.932 1.44 2.02 2.11 2.11 2.11 2.11 1/4 in. 0.250 0.060 0.932 1.44 2.01 2.63 2.63 2.63 2.63 - - - 0.075-- -- -• .0.932 - - -1:44--.- --2.0.1- _2.80- 3.29 . 3.29 3.29 0.090 0.932 144 201 2.80 3.69 3.95 3.95 0.105 0.932 1.44 • 2-.01 2.80 3.69 4.61 4.61 0.135 0.932 • 1.44 1 2.01 2.80 3:69 4.61 1 5.92 Note: Available Strengths are: ASD: P, /n LRFD: �P , u%7 (lin .c, i PSEI SK -.1 MRD Main Tniss End Frame Dec 4, 2015 at 1126 AM Stat -0-S pan 215-25 Main Fran --End Truss 40b80xl4.R3D CR 'P���� PRS .� 1 DUCT INFO- RMATION i l z0 �. 36NET COVERAGE 12' I 4 4 ' 1 3 6/84' t 1 3/8, 1 _ SECTION PROPERTIES . ' PANEL MATERIA L F,, Fb THICKNESS WEIGHT GIRTH 't 9i GAUGE �iN, rFr.� l (PSI) (PSI) (IN.) (w.��Fr.� (ur.�rF-r.l FLAT 41 Iur.rr.1 ' I �PS�f' (IN.) COMPPE$SJON BOTTOM.FLULN COMPRE89bN� 29 80,000 30,000 ,0170 26 80,000 30 000 '82' 41.66 .0351 .0336 24 ,0198 0,96 41,56 0423 •0320 0370 b0,000 30,000 ,0268 1 -25 .0408 .0383 0434 i 22 50,000 30,000 41.68 .0575 .067 0621 .0318 1.54 • 41.56 .0702 •0575 .0742 .0659 0716 ALLOWABLE- UNIFO M LOAD S IN P®UNS PER S QUARE FOOT WIND LOAD LIVE LOAD( STRESS LIVE LOAD (DEFLECTION) . - 41 5' 8 r '. 7' , 8 r3' 4 � , 5' 7' 3' 4 r b' 8, 7.1 29 77 49 3 25 19 r2g-` 103 58 37 19 103 58 f37 28 4 t i9 78 ,.40� 29 23 121 68 43 F� p r 22 18 53 39 30 160 90 5 O 121 - 88 43 + 30 22 22, 149 95 =88 8 40 29 180 90 b8 .40 29 4-9 37 199 112 72 50 3T 199 112 72 I 50: 38 . 1 REFER TO edge of concrete. ' REFER TO Sidewall columns are 6" in from the edge'of concrete. Sheet 3&4/ 12" foundation bolts. Extend SHEET #5 - #7 Min 10" embedment into concrete Fasten 6" Cee{).(6" side down) to S1.2 16!0" 16 �0�� 16'0" 16'0" 16 '0 �� foundation bolts near columns. Min 10" embedment into concrete Equal distance from four corners 40x80 (80' 5 5/16") indicates building is square.. - this 80' wall open. —_� 12'0" 'S 2" Less to A 1 � - 14w "T" bone •nate fit - itsisc L is c,,..n doubt. column. x Base angle bolls In t„o 6 I ,rer boIts holes this 80 wall closed - 14 4,. V�JI�r 3 7Ii Dt o i - t2'10" Q RR\\ \ doable 8" m sin cohtmn (typical) I f.o _ °nip- not end column.. ' End wall columns flush with edge of concrete. ' (not to scale) Sidewall columns are 6" in from the edge'of concrete. Fasten main columns with -1/2"x 12" foundation bolts. Extend bolts 11/2" above concrete. Min 10" embedment into concrete Fasten 6" Cee{).(6" side down) to concrete with ;confa bolts 3' o.c, Fasten end columns to 2.5" flange of Cee With 4 - 3/4" tek 4 screws. Also attach bace, Cee in 40' ends with 1.(2"x 12" ej it { foundation bolts near columns. Min 10" embedment into concrete Equal distance from four corners 40x80 (80' 5 5/16") indicates building is square.. Design Loads W —_� Dead Load = 7 psf . 14w "T" bone •nate fit - itsisc is c,,..n doubt. column. x Base angle bolls In t„o 6 I ,rer boIts holes . CD 14 4,. 12'h .attla..to. "mn.e Q 46' 0” f.o _ °nip- not end column.. o REFER TO c�a Sheet 2, typ. n . } In endwalls Field drill 1/2" ca C--) IL v ed jet foundation bolls ' - Ihru base Can Into , concrete. REFER TO ., 2 2 , t"2" Sheet yp this 80' watt open * -- - x End wall columns flush with edge of concrete. ' (not to scale) Sidewall columns are 6" in from the edge'of concrete. Fasten main columns with -1/2"x 12" foundation bolts. Extend bolts 11/2" above concrete. Min 10" embedment into concrete Fasten 6" Cee{).(6" side down) to concrete with ;confa bolts 3' o.c, Fasten end columns to 2.5" flange of Cee With 4 - 3/4" tek 4 screws. Also attach bace, Cee in 40' ends with 1.(2"x 12" ej it { foundation bolts near columns. Min 10" embedment into concrete Equal distance from four corners 40x80 (80' 5 5/16") indicates building is square.. Design Loads Ultimate wind speed = 110mph Roof Live Load = 20 psf Dead Load = 7 psf . i Lean to B 12'0" �i-�l 2..2.. - REFER TO Layout l Sheet 2 f' Column JL�ayout walk 9n 6" 40' x .80'x 14' . REFER TO REFER TO w/12'xWxlX /8 lean to Sheet 3&4/ SHEET #5 - #7 S1.2 Floor /foundation under 40xS0. D � S C0$$J®b Piers under lean to colulnns. SHEET 4 40' x 14' Solid End W/ 12' .lean to. D. Scott Job fli Endrafters- 2 1/2" x 6" x 16 gage "Cee"Columns-2" x 61/4" x 14 gage channel 9' to a ting Wall girts 2 1/2" x 6" x 16 gage "Cee" 12'0" 4U'U" 14x14 P.o. 6'8" Lean to not shown on this side. 14'0" 9\Fasten 6" Cee to concrete with confa bolts T O.C. Outside face of angle even with outside edge of concrete. Fasten vertical columns with 4-7/8" tek 4 scrays. Also jreld jiill jarlll" z 5" ivej-It boll near verlicni columns. . SHEET 8. Precision Structural'Engineering, Inc. Medford Office ' 250 Main Street, Suite A- Klamath Falls, OR 97601 836 Mason Way (off Sage Road) - Medford, OR 97501 Tel (541) 850-6300. - FAX (541) 850-6233 Tel (541) 858-8500 ' www.structurel.com - Email: info@structurel.com a PROJECT NO. SHEETiJ'L`-9-'� OF I.r PROJECT NAME DESIGNED BY . ►ice DATE SUBJECT i CHECKED BY' DATE 77 . � Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 ' wyw.structurel.com • Email: info@structuret.co PROJECT NO. SHEET�r PROJECT NAME DESIGNED BY DATE SUBJECT CHECKED BY DATE to 1 REFER TO REFER TO . Sheet 3&4/ SHEET #5 - #7 '-1:2 _ 16 0•• 16,0„ 16'0" dwells field drill 1/2" 16.0 16'0" . End wall columns'flush with ved jet foundation bolts Ihru base Cee into co Dere te. edge of concrete. 9 ' fni5 Bo wan open, 2 2'i 32 (not to scale) W alk t REFER TO Sheet 3&4/ 12.0•' S1.2 , 2 Sidewalt columns are 6" in from Leen to n r j the edge of concrete. • �1 Fasten main columns with 1/2"x this so' wail ciosea� er � 1 FT71 foundation bolts. Extend ' i bolts 1 1/2" above concrete. �.' double m ain column (typical) (t J- "-" Min 10" embedment into concrete Fasten 6" Cee (6" side down) to -. concrete with confa bolts 3' o.c. ' - � , -F• Fasten end columns to 2.5" .0atr �h �f�`9.!' t flange of Cee with 4 - 3/4" tek 4 L�44'w ", here r„ e,,,.oe,ebo,,,,o ,n•e ,n�f+..-...—.-....—,-..-.—.-�..- —C• screws. Also attachbace Cee in 14-41" - — lu.ho lean eor-' _.-_ ouulde otoo1um o. 1 °� �' 40' ends with 42"x 12" ej it 46- 0" f.o _ Urc oo mein co tum nr o o ,. - e„ ,o, eo,em n,. o foundation bolts near columns. REFER TO Ca Min 10" embedment into concrete Sheet 2, typ. s2 Equal distance from four corners -2 ! 40x80 (84' 5 5/16") indicates building is square. ' REFER TO Design Loads xee Sheet 2, typ. FoofLe mate wind speed = 110mph tnis ao'wall open 6Load = 20 psf 1v • ad Load = 7 psf Lean to B REFER TO Sheet 2 9 jo REFER TO SHEET #5 - #7� Floor /foundation under 40x80. r-, Piers under lean to columns. SHEET -4 - REFER 4 dwells field drill 1/2" ved jet foundation bolts Ihru base Cee into co Dere te. 12'10^ 2 2'i f W alk t REFER TO Sheet 3&4/ S1.2 , Equal distance from four corners -2 ! 40x80 (84' 5 5/16") indicates building is square. ' REFER TO Design Loads xee Sheet 2, typ. FoofLe mate wind speed = 110mph tnis ao'wall open 6Load = 20 psf 1v • ad Load = 7 psf Lean to B REFER TO Sheet 2 9 jo REFER TO SHEET #5 - #7� Floor /foundation under 40x80. r-, Piers under lean to columns. SHEET -4 - REFER 4 40" x 14' Solid End W/ 12' lean to. D. Scott Job I s' 16' 1 T 18' End rafters- 2 1/2" x 6" x 16 gage "Cee" Columns -2" x 6'1/4" x 14 gage channel 9' 10' Ir 12 she ting.l yout Wall girts 2 1/2" x 6" x 16 gage "Cee" Design Loads1 Ultimate windspeed= 110m h 1 Roof Live Load = 20 psf Dead Load = 7 psf 1 r t S 2 x x 19' 6' 6'8 61 6' 19,. 14x14, F.o. 1dv14 fn 18' 1T 16' is, 12' ' Il' 10' 9' — 6'8" Lean to not shown on this side.. 14'0" 011 6 Fasten l6" -Cee to concrete with confa bolts 3' o:c. Oulside face of angle even with outside edge Of concrete. Fasten vertical columns with 4-7/8" tek.. 4 screws. Also field filll for 1/2"x 5" rvej-It bolt near verticnl columns I Precision Structural Engineerihg, Inc. Medford Office 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road)-- Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-.6233 Tel (541) 858-8500 www.structurel.com • Email: info@structurel.com. - PROJECT NO. SHEET OF I / PROJECT NAME DESIGNED BY l �\ D SUBJECT CHECKED BY DATE —f �i: � ,--------�-- � �;�-ems--- —�—'--,-� 1�� .F I — 4-��(/{�—�� ` •:_—' . �-_ir"""f--..�+• � -- -.. _L----- — � �6 t j i ' C�;�}�� ���� i � 2� j� � '-j. -V�:/! L il��: � .�: �..i._ ._ �! �R!, �•f .'.LLT r�• .. �� : I liU f nA _,auk, ... i rte" c L/�6 .. __. _.—....._ .--" rF11,,,,((�,•,::,!..'-- l� 1 , i 2fi , t�:i ✓' / �� � d 2..� }��� � � ',,qtr^ ��� X : X" �S71 �,-O 66 U: r . i : , : y DIVISION: 05 00,00.—METALS �l� SECTION: 05 31 00—STEEL, DECKING ' SECTION:'05 31 13—STEEL FLOOR DECKING , 'SECTION: 05 31 23—STEEL ROOF DECKING26 . L , REPORT HOLDER: ' ASC STEEL DECK; A DIVISION OF ASC PROFILES INC. t 2110 ENTERPRISE BOULEVARD a WEST SACRAMENTO, CALIFORNIA 95691 : EVALUATION SUBJECT: ASC STEEL ROOF AND FLOOR '� ', • ; � R DECK PANELS • R. { C c��}2 C( PING LI9STED ' Look for the trusted marks of Conformity! r `" " "2014 RecipienCof Prestigious Western States Seismic Policy Council• y ' (WSSPC)'Award in Excellence". r A Subsidiary of CODE COUNCIL: ICC -ES Evaluation Reports are not to be construed as representing aesthetics.oi any other attributes not 5C.`C84-IS v° specifically '`addressed, nor are they to be construed as an endorsement of the subject of the report or a . ! '• ceconunendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as J . _ AIM AmedilM Pro9mm OOPS to any findiiig or other matter in this report, •oras to am product covered by the report. PROUL7„CERft+CA^ON Copyright © 2015 ICC Evaluation Service, LLC All rights reserved p ', ' 4 ICC -ES Evaluation Report � ESR -1414 rReissued October 2015 This report is subject to renewal. October 2016. www.icc-es.orq 1 (800) 423-6587 1 (562.) 699-0543 A Subsidiary of the International Code Council° DiVISIM 0500 00—METALS Section: 05 31 OO—Steel Decking Section: 05 31 13—Steel Floor Decking Section: 05 31 23- Steel Roof Decking REPORT HOLDER: ASC STEEL DECK A DIVISION OF ASC PROFILES INC. 2110 ENTERPRISE BOULEVARD WEST SACRAMENTO, CALIFORNIA 95691 (800)360-2477 www,ascstee ldeck.com EVALUATION SUBJECT: ASC STEEL ROOF AND FLOOR DECK PANELS 1.0 EVALUATION SCOPE Compliance with the following code: e 2012 and 2009 International Building Code (IBC) * 2013 Abu Dhabi International Building Code (ADIBC)t IThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Properties evaluated: o Structural ® Fire resistance 2.0 USES ASC Steel Roof and Floor Deck panels are used as roof deck, floor deck and components of horizontal diaphragms. 3.0 DESCRIPTION 3.1 General: All deck panels include fluted sections that are cold -formed from steel sheets. Deck panel types are described in Sections 3.2 through 3.7. See Figure 1 for deck panel profiles. In the deck panel designations: "R" indicates that the deck panel is installed inverted; "F" indicates that the deck panel is resistance -welded to a flat cold -formed steel sheet (also known as cellular. deck panels); and "DG" indicates use with the DeltaGripTM sidelap (seam) connection (used only with interlocking sidelaps). Deck panels that are perforated for acoustical effects are referred to as AcustadekT' deck panels. 3.2 Roof Deck Panels B, BR, BF, DGB, DGBF, N, NR, NF, DGN, DGNF: The deck panels are made from galvanized steel conforming to ASTM A653 SS, Grade 40 or ASTM A1003 - 13b ST40H, or from bare mill finish steel conforming to ASTM A1008=13, SS Grade 40 Type 1 'or 2. The deck panels are available with optional prime paint. The deck panels are also available as Acustadek"m deck panels. 3.3 Floor Deck Panels 2W, 2WF, DG2W, DG2WF, 3W, 3WF, DG3W, DG3WF: The deck- panels are made from galvanized steel conforming to ASTM A653 SS Grade 40 or ASTM A1003 ST40H or from bare mill finish steel conforming to ASTM A1008, SS Grade 40 Type 1 or 2. The deck panels are available with optional prime paint. The deck panels are also available as AcustadekTm deck panels. 3.4 41/2, 6, and 7112 Deep Deck and Deep Deck Cellular Panels: The deck panels are made from steel conformintq to ASTM A653 SS Grade 33. Decking depths are 412, 6 and 71/2 inches (114, 152 and 191 mm) with a width of 12 inches (305 mm) for Deep Deck and a width of 24 inches (610 mm) for Deep Deck Cellular. The deck panels are available with optional prime paint. The deck panels are also available as AcustadekTA9 deck panels. 3.5 AcustadekT"' Deck Panels: 3.5.1 B, BR, DGB, N, NR, DGN and Deep Deck Panels: For web perforated deck panels, the holes are centered on each web running the -full deck panel length. For fully perforated deck panels, the perforations cover the width of the deck section excluding the deck panel sidelap. See Table 2for perforation details and Figure 2 for perforation patterns. Y 3.5.2 BF, DGBF, NF, DGNF, 2WF, DG2WF, 3WF, DG3WF and 41/2, 6, and 7112 Deep Deck Cellular Panels: The perforations are in the flat cold -formed, steel sheet centered under each top flange running the full deck panel length. See Table 2 for perforation details and Figure 2 for perforation patterns-. 3.6 Concrete Pan CP -32 Deck Panels: The No. 18 gage deck panels are -made from ASTM.A653 SS Grade 40 or ASTM A1003 ST40H. The No. 20, 22, 24 and 26 gage deck panels are made from ASTM A653 SS Grade 80. The deck panels are used with or without insulating lightweight concrete fill. If used, the concrete fill must be at least 2 inches (50.8_ mm) thick over the top flutes. The insulating lightweight concrete fill must have a minimum compressive strength of 140 psi (0.96 MPa) ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributer not specifically addressed, not are they to be construed as an endorsement of the. subject orthe report or a recommendation for its use. There is no warranty- br ICC Evaluation Service, LLC, express or implied, as to onvfinding or other natter inthis report, or as to any product. covered by the repot[. Copyright © 2015 ICC Evaluation Service, LLC. All rights reserved. eta nuio'm'rcs Page 1 of 68 ESR -1414 1 Most Accepted and Trusted when tested in accordance with ASTM C495, and must conform to the following specifications: a. Oven -dry weight of 25 to 30 pounds per cubic foot (400 to 480 kg /M3). ti. . 1 -to -6 ratio by volume of cement to aggregate. c. Aggregate must comply as a Group 1 aggregate per ASTM C332. The lightweight aggregate must be tested in accordance with ASTM C495. 3.7 CF13/8 Deck Panels: The CF13/8 deck panels are identical to the CP -32 deck panels except that it is installed in the inverted position. 3.8 Welds: Welds must be made using E60 or E70 filler metal and must comply with AWS D1.3. 3.9 Support Connections: .See Figures 3 and 7 for attachment patterns at supports. 3.9.1 Arc Seam Welds: Arc seam welds must have a minimum effective fusion area to supporting members of at least 3/8 inch (10 mm) wide by 1 inch (25 mm) long. See Figure 5 for details. 3.9.2 Arc Spot (Puddle) Welds: Arc spot (puddle) welds must have a minimum effective fusion area to supporting members of at least '/Z inch (13 mm) in diameter. See Figure 5 for details. 3.9.3 Putti Fasteners: The Hilti X EDNK22, X-EDN19, and X-ENP19 powder -driven pins must be as recognized in ESR -2197 or ESR -2776. 3.9.4 Pneutek Fasteners: The Pneutek K66062, K66075, K64062, K64075, SDK63075, SDK61075 pins must be as recognized in ESR -2941. 3.9.5 ITW Buildex Fasteners: The ITW Buildex fasteners must be No. 12-24 I.C.H. Traxx, Traxx, or TEK self -drilling HWH screws. 3.10 Seam (Sidelap) Connections: 3.10.1 Top Arc Seam Welds: Top arc seam welds must have a minimum length of 1.5 inches (38 mm). See Figure 5 for details. 3.10.2 DeltaGripT"' System:The DeltaGrip System sidelap connection is comprised of three triangular tabs produced by 3/8 -inch -wide (10 mm), 60 -degree triangular punches, that clinch the sidelap standing seam interlock. See Figure 6 for details. b 3.10.3 ITW Buildex Fasteners: The ITW Buildex fasteners must be No. 12-14 I.C.H. Traxx, Traxx, or TEK self -drilling HWH screws. 3.10.4 Screws: Except for the ITW Buildex fasteners, screws must be minimum No. 10 by 3/4 inch long self - tapping or self -drilling screws complying with ASTM C1513. 3.10.5 Button Punches: Button punches must be made in accordance with the button punch tool manufacturer's instructions. 4.0 DESIGN 4.1 General: Resistance Welds: Where Types BF, DGBF, NF, DGNF, 2WF, DG2WF, 3WF; DG3WF or Deep Deck Cellular deck panels are used as bare deck, allowable vertical' loads must be based on section properties in Table 1 for,Types B, DGB, N, DGN, 2W, DG2W, 3W, DG3W or Deep Deck, unless special calculations are provided demonstrating that the resistance welds develop the full section properties of the cellular decks. Resistance welds must be placed in P 2 of 68 rows parallel to the flutes. See Figure 4 for details. Section Properties: The deck panel section properties aye provided in Table 1 and section property adjustment factors for the AcustadekTM' deck panels are provided in Table 2. Support Reactions: The.support reactions for bare deck panels and for concrete filled .deck panels prior to the curing of the concrete, must not exceed the allowable reactions based on web crippling of the steels deck panels provided in Table 3. Weld Capacities: Nominal weld capacities in accordance with AISI S100 for arc spot (puddle) welds and arc seam welds are provided in Table 4. Hilti, Pneutek, and ITW Buildex Fastener Capacities:' Nominal shear strength capacities are provided in Table 5. Diaphragm Classification: Diaphragms must be classified as flexible or rigid in accordance with Chapter 16 of the IBC. Diaphragm Flexibility Limitations: The diaphragm span/depth limitations based on diaphragm flexibility must comply with Table 20. Diaphragm Shears: The diaphragm shears due to earthquake loads must be distributed in accordance with ASCE/SEI 7. Diaphragm shears due to wind, earthquake, or other load combinations must not exceed the allowable diaphragm shears shown in Tables 7 through 18. Diaphragm Deflection: Diaphragm deflection (A) must be calculated using the equation noted in Table 20. For seismic design, diaphragm deflection limits must comply with Chapter 12 of ASCE/SEI 7. 4.2 Restrained Fire -resistance Ratings: CP -32, 2W, 3W, B and N decks may be used in two-hour fire -resistance -rated roof deck assemblies with exposed soffits, provided: a. The fill type, thickness and construction are as set forth in Table 721.1 (3) of the 2012 IBC [Table 720.1(3) of the 2009 IBC]. b. The maximum clear span for No. 26 gage CP -32 deck panel is 6 feet, 8 inches (2.032 m), and in heavier gages is up to 8 feet, 6 inches (2.591 m). C The deck panels are attached to supporting structural elements as set forth in the tables of this report. d. No conduits or pipes are embedded in the concrete. The interior spans of continuous steel -framed construction slabs may be assumed to be restrained for fire -resistance -rated construction. The perimeter spans are assumed unrestrained unless restraint is substantiated by the structural designer and approved by the code official. Appendix X3 of ASTM E119 or ACI 216.1 may be referenced as guidance on other possible restraint conditions at both exterior spans and discontinuities within fire -resistance -rated constructions, subject to the approval of the code official. For additional restrained fire -resistance ratings, see Table 19. 4.3 Unrestrained Fire -resistance Ratings: Fire-resistarice ratings when fireproofing material is spray - applied to the deck soffit are described in current ICC -ES evaluation reports ESR -1649 and ESR -1186. 5.0 CONDITIONS OF USE The ASC Steel Roof and Floor Deck panels described in ESR -1414 l Most Widely Accepted and Trusted Page 3 of 68 this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this . report, subject to the following conditions: 5.1 The steel deck panels have not been evaluated for use without a code complying roof covering. 5.2 The design base -metal thicknesses for all steel deck , panels' are indicated in Table 1. The thickness delivered to the jobsite must be at least 95 percent of the thickness noted in the tables. 5.3 Vibratory loads for concrete filled deck panels are. outside the scopd of this report. 5.4 A one-third stress increase (or 0.75 reduction of the applied forces) must not be applied to the shear values in the diaphragm tables for Allowable Stress Design load combinations including wind or seismic forces. 5.5 Calculations and details demonstrating that the loads applied to the decks comply with this report must be submitted to the code official for approval. Calculations and drawings must be prepared, signed, and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.6 Special inspection must be provided in accordance with Chapter 17 of the IBC. 5.7 Bundles marked in accordance with Section 7.0 of this report provide the material traceability required to conform with the requirements of Item 1 of Table 1705.2.2 of the. 2012 IBC (Table 1704.3, Item 3, of the 2009 IBC). 5.8 All cellular deck panels' are fabricated in West Sacramento, California under an approved quality program with regular, ongoing inspections by ICC -ES. All other deck panels are fabricated in West, Sacramento, California and Fontana, California, under an approved quality program with annual inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance' with the ICC -ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43), dated October 2010 (editorially revised September 2013). 6.2 Reports of fire -resistance tests. 7.0 IDENTIFICATION Each bundle of ASC Steel Floor and Roof Deck panels is identified' by labeling bearing the manufacturer's name (ASC Steel Deck); the steel deck panel profile name; the design thickness; the minimum specified yield strength; the manufacturing ,location (West Sacramento, California, or Fontana, California); the cover width of the panel; and the ICC -ES evaluation report number (ESR -1414). ESR -1414 Most Widely Accepted and Trusted Page 4 of 68 INDEX TO TABLES AND FIGURES TABLE Fire -Resistive Ratings....: ............................................ PAGE NUMBER SUBJECT NO. 1A -1D Section Properties.............................................6-9 PAGE 2 AcustadekTM Section Property 1 Deck Panel Profiles................'.....................................5 Adjustment Factors and Perforation Details....... 10 3 Allowable Reactions ........................................... 11 4 Nominal Weld Capacities .................................. 12 5 NominafItShear Strength for Mechanical 5 Weld Details..........................................................14 Fasteners.......................................................... 13 6 AISI Factors of Safety and Resistance 7 Weld Patterns for Concrete Pan Deck (CP -32) ........... Factors for Diaphragm Shear ............................. 13 General Table Notes.......................................................... 15 DeltaGripTM System Notes for Tables 7, 10, and 12........... 15 B Deck 7 DGB-36 and DGBF-36 (Interlocking Sidelaps) with DeltaGripT"^ Sidelap .Connections and the following Support Connections (Diaphragm Shears and Flexibility Factors): Arc Spot/Seam Welds ..................................... 16-19 Hilti X EDNK22 Pin Fasteners ......................... 20-23 Hilti X-EDN19 Pin Fasteners ........................... 24-27 Hilti X-ENP19 Pin Fasteners...........................28-31 Pneutek SDK61 Pin Fasteners ....................... 32-35 Pneutek SDK63 Pin Fasteners ....................... 36-39 Pneutek K64 Pin Fasteners ............................ 40-43 Pneutek K66 Pin Fasteners ............................ 44-47 ITW Buildex Screw Fasteners ......................... 48-51 8 B-36 and BF -36 (Interlocking Sidelaps) 'with Arc Spot (Puddle) Welds Support Connections and Button Punch, Top Seam Weld, or Side Seam Weld Sidelap Connections (Diaphragm Shears) ....................... 52-53 9 B-36 (Interlocking or Nestable Sidelaps) Deck with Lightweight Insulating Fill .......................................... 54 N Deck p. 10 DGN-24 and DGNF-24 (Interlocking Sidelaps) with DeltaGripTm Sidelap Connections and the Following Support Connections (Diaphragm Shears and Flexibility Factors): Arc Spot/Seam Welds .......................................... 55 Pin Fasteners....................................................... 56 ITW Buildex Screw Fasteners .............................. 57 11 N-24 and NF -24 with Arc Spot (Puddle) Welds Support Connections and Button Punch and Seam Weld .Sidelap Connections (Diaphragm Shears and Flexibility Factors)...............................................................58 TABLE PAGE NUMBER SUBJECT N0. 2W and 3W 12 DG2W-36, . DG2WF-36, DG3W-36, & DG3WF-36 (Interlocking Sidelaps) with DeltaGripT" Sidelap Connections with the Following Support Connections (Diaphragm Shears and Flexibility Factors): Arc Spot/Seam Welds....................................:.......59 Pin Fasteners.........................................................60 13 2W-36 and 2WF-36 (Interlocking Sidelaps) with Arc Spot (Puddle) Welds Support Connections and Button Punch . and Top Seam Weld Sidelap Connections (Diaphragm Shears and Flexibility Factors)...............61 14, 3W-36 'and 3WF-36 with Arc Spot (Puddle) Weld Support Connections and Button Punch and Top Seam Weld Sidelap Connections (Diaphragm Shears and Flexibility Factors)................:.....................................62 Deep Deck 15A, 15B 41/2, 6, and 71/2 Deep Deck with Arc Spot (Puddle) Weld Support Connections and Button Punch and Seam Weld Sidelap Connections (Diaphragm Shears and Flexibility Factors)..............:....:..........................63 CP -32 and CF 13/8 16 CP -32 with Arc Spot (Puddle) Weld Support Connections with Insulating Fill (Diaphragm Shear) ..64 17 CP -32 Deck Attachment............................................64 18 CF 13/8 with ITW Buildex Fasteners at Support and Sidelap Connections (Diaphragm Shears) ............ 65-67 Misc 19 Fire -Resistive Ratings....: ............................................ 67 20 Diaphragm Flexibility Limitations...............................68 PAGE FIGURE SUBJECT NO 1 Deck Panel Profiles................'.....................................5 2 AcustadeckT"^ Perforation Patterns ............................10 3 Attachment Patterns at Supports.........................:.....14 4 Cellular Deck Resistance Weld Details......................14 5 Weld Details..........................................................14 6, _ DeltaGripT"' System Details..:....................................15 7 Weld Patterns for Concrete Pan Deck (CP -32) ........... 64 'i ESR -1414 Most Widely Accepted and Trusted Page 5 of 68 DECK PROFILES DGB36 & B36 (Interlocking Sidelaps) t. I v� B36 (Nestable Sidelaps) r- I a-3/4 36 DG3W-36 & 3W36 (Interlocking Sidelaps) 5' 4.5, 6 & 7.5 DEEP DECK (Interlocking Sidelaps) - 3 L i--- - r' DGBF-36 & BF -36 (Interlocking Sidelaps) DGN-24 & N-24 Ln DGB36 & B36 (Interlocking Sidelaps) t. I v� B36 (Nestable Sidelaps) r- I a-3/4 36 DG3W-36 & 3W36 (Interlocking Sidelaps) 5' 4.5, 6 & 7.5 DEEP DECK (Interlocking Sidelaps) - 3 L i--- - - --I 2' DGBF-36 & BF -36 (Interlocking Sidelaps) DGN-24 & N-24 Ln (Interlocking Sidelaps) 1 t._ DG2WF-36 & 2WF36 (Interlocking Sidelaps) 4.3/= 29'' 3- i N-24 (Nestable Sidelaps) �4-3/4•• I 1 36' DG2W-36 & 2W-36 (Interlocking Sidelaps) •J-tl(l4- ' � I L ^ .. L` CP -32 (Nestable Sidelaps) CELLULAR DECK PROFILES —I z DGNF-24 & NF -24 (Interlocking Sidelaps) i 4.5, 6 & 7.5 DEEP DECK CELLULAR . (Interlocking Sidelaps) FIGURE 1—DECK PANEL PROFILES NOTES: 1. BR and NR deck panels not shown are B and N.deck panels installed inverted. 2. The CF1318 deck panel is identical to the CP -32 deck panel except that it is installed inverted. DGBF-36 & BF -36 (Interlocking Sidelaps) Ln 1 DG2WF-36 & 2WF36 (Interlocking Sidelaps) 4.3/= 3- L36" �4-3/4•• I 1 DG3WF-36 & 3WF36 (Interlocking Sidelaps) —I z DGNF-24 & NF -24 (Interlocking Sidelaps) i 4.5, 6 & 7.5 DEEP DECK CELLULAR . (Interlocking Sidelaps) FIGURE 1—DECK PANEL PROFILES NOTES: 1. BR and NR deck panels not shown are B and N.deck panels installed inverted. 2. The CF1318 deck panel is identical to the CP -32 deck panel except that it is installed inverted. ESR -1414 Most Widely Accepted and Trusted Page 6 of 68 TABLE 1A -SECTION PROPERTIES''' DECK TYPE GAGE DESIGN BASE METAL THICKNESS' GROSS MOMENT OFMOMENT INERTIA POSITIVE EFFECTIVE MOMENT OF INERTIA NEGATIVE EFFECTIVE OF INERTIA DESIGN MOMENT OF -INERTIA FOR UNIFORM LOAD POSITIVE EFFECTIVE SECTION MODULUS, NEGATIVE EFFECTIVE 'SECTION MODULUS t (in) la,;s� (in°/ft) IQ` (in°/ft) le" (in'lft) Ip (in°/ft) Se` (in'/ft) Se" (in'/ft) 16 0.0598 0.383 0.383 0.383 0.383 0.396 0.404 B DGB 18 0.0478 0.313 0.297 0.313 0.302 0.315 0.330 20 0.0359 0.240 0.207 0.240 0.218 0.232 0.244 22 0.0299 0.200 0.163 0.200 0.176 0.185 0.194 16 0.0598 0.383 0.383 0.383 0.383 0.404 0.396 BR 18 0.0478 0.313 0.313 0.297 0.302 0.330 0.315 20 0.0359 0.240 0.240 0.207 0.218 0.244 0.232 22 0.0299 0.200 0.200 0.163 0.176 0.194 0.185 16/16 0.0598/0.059 0.778 0.754 0.730 0.746 0.626 0.736 18/16 0.0478/0.059 0.665 0.598 0.625 0.620 0.460 0.604 BF 18/18 0.0478!0.0470.618 0.558 0.581 0.578 0.451 0.581 DGBF 18/20 0.0478/0.036 0.568 0.515 0.496 0.520 0.441 0.505 20/16 0.0359/0.059 0.541 0.433 0.510 0.469 0.310 0.467 20/18 0.0359/0.047 0.505 0.407 0.475 0.440 0.303 0.450 20/20 0.0359/0.036 0.465 0.378 0.407 0.407 0.297 0.423 16 0.0598 1.785 1.595 1.785 1.658 0.898 0.970 N 18 0.0478 1.445 1.190 1.445 1.275 0.704 0.780 DGN 20 0.0359 1.099 0.828 1.090 0.918 0.468 0.560 22 0.0299 0.921. 0.655 0.891 0.744 0.363 0.452 16 0.0598 1.785 1.785 1.595 1.658 0.970 0.898 NR 18 0.0478 1.445 1.445 1.190 1.275 0.780 0.704 20 0.0359 1.099 1.090 0.828 0.918 0.560 0.468 22 0.0299 0.921 0.891 0.6550.744 7452 0.363 16/16 0.0598/0.059 3.312 2.800 2.914 2.971 1.158 1.627 18/16 0.0478/0.059 2.851 2.203 2.509 2.419 0.858 1.339 NF 18/18 0.0478/0.047 2.653 2.0682.208 2.263 0.843 1.174 DGNF 18/20 0.0478/0.036 2.436 1.918 1.874 2.061 0.824 0.958 20/16 0.0359/0.059 2.339 1.613 2,066 1.855 0.571 1.038 20%18 0.035910.047 2.185 1.524 1.815 1.744 0.562 0.989 C: - CI• 1 20/20 0:0359/0.036 ;-k n 2.012 1.418 1.522 1.616 0.557 0.772 'Effective properties alre based on a yield stress of 40 ksi. ?For AcustadekTM' deck panel section properties, multiply the tabulated values by the adjustment factors noted in Table 2. 'For the cellular deck panels, denoted by an "F" in the deck type designation, the first number is the design base metal thickness of the profiled deck panel and the second number.is the design base metal thickness of bottom flat sheet. ESR -1414 Most Widely Accepted and Trusted Page 7 of 68 TABLE 1B -SECTION PROPERTIES 1.2 i )7 DECKa TYPE GAGE DESIGN BASE METAL THICKNESS GROSS MOMENT OF INERTIA POSITIVE NEGATIVE EFFECTIVE EFFECTIVE MOMENT MOMENT OF OF INERTIA INERTIA DESIGN MOMENT OF INERTIA FOR UNIFORM LOAD POSITIVE NEGATIVE EFFECTIVE EFFECTIVE SECTION SECTION MODULUS MODULUS t (in) I,_ (in`Ift) la' (in°/ft) la" (in`/ft) to (in°/ft) S.' (in'/ft) SQ (in'/ft) 16 0.059 0.723 0.723 0.723 0.723 0.655 0.654 18 0.047 0.580 0.580. 0:580 0.580 F . 0.527 4 0.526 2W 19 0.042 0.523 0.523 0.520 0.521 0.457 0.464 DG2W 20 0.035 0.437. 0.437 0.430 0.432 0.361 0.361 21 0.033 0.413 0.413 0.403 0.407 0.335 0:335 22 0.029 0.363 0.350 0.347 0.352 0.282 0.281 16/16 0.059/0.059 1.253 1.365 1.000 1.084 0.789 0.733 18/16 0.047/0.059 1.041 1.077 0.845 0.910 0.573 0.593 18/18 0.047/0.047 0.987 1.021 0.804 0.865 0.565 0.569 2WF DG2WF 18/20 0.047/0.036 0.927. 0.959 0.737 0.800 0.557 0.463 20/16 0.035/0.059 0.818 0.766 0.680 0.726 0.375 0.450 20/18 0.035/0.047 0.777 0.730_ 0.648 0.691 0.370 0.432 20/20 0.035/0.036 0.731 0.689 0.570 0.624 0.364 0.385, 16 0.059 1.493 1.493 1.493 1.493 0.958 0.958 18 0.047 1:200 1.200 1.200 1.200 0.771 0.768 3W 19 0.042 1.077 1.077 1.073 1.074 0.683. 0.687 DG3W 20 0.035 0.900 0.900 • 0.890 0.893 0.544 0.567 21 0.033 0.850 0.850 0.837 0.841 0.505 0.526 22 0.029 0.750 0.733 0.723.. 0.732 0.429 0.445 16/16 0.059/0.059 2.635 2.819 2.087 2.269 1.195 1.108 18/16 0.047/0.059 2.196 2.238 1.643 1.827 0.876 0.896 18/18 0.047/0.047 2.081 2.122 1.632 1.782 0.864 0.860 3WF DG3WF 18/20 0.047/0.036 1.956 1.995 1.484 1.641 0.852 0.701 20/16 0.035/0.059 1.730 1.609 1.424 1.526. 0.581 0.681 20/18 0.035/0.047 1.644 1.533 1.318 1.426 0.574 0.654 A 20/20 0.035/0.036 1.547. 1.450 1.154 1.285 0.561 0.575 . For SI: 1 inch = 25.4 mm. 'Effective properties are based on a yield strength of 40 ksi. 2For AcustadekT°^ deck panel section properties, multiply the tabulated values by the adjustment factors noted in Table 2. 'For the cellular deck panels, denoted by an 7" in the,deck type designation, the first number is the design base metal thickness of the profiled deck panel and the second number is the design base thickness of flat bottom sheet. ESR -1414 I Most Widely Accepted and .Trusted I I o Page 8 of 68 TABLE iC-SFCTION PRnpFRTIFc',z DECK TYPE GAGE DESIGN BASE 'GR METAL THICKNESS s POSITIVE ' OSS EFFECTIVE MOMNT OF MOMENT INERTIA OF INERTIA NEGATIVE EFFECTIVE MOMENT OF INERTIA DESIGN MOMENT OF INERTIA FOR UNIFORM LOAD POSITIVE EFFECTIVE SECTION MODULUS NEGATIVE EFFECTIVE SECTION MODULUS t (in) I.- (in'lft) le' (in°/ft) IQ' (in°/ft) Ip (in'lft) Se, (in'/ft) SQ (in'/ft) 0.075 5.691 5.691 5.691 5.691. 2.166 2.166 4'/z Deep 0.059 4.547 4.547 4.547 4.547 1.699 1.733 Deck N20 10.047 x.665 3.468 3.665 3.534 1.335 1.398 0.035 2.763 2.375 2.763 2.504 0.927 1.045 0.075 11.173 11.173 11.173 11.173 3.242 3.244 6 Deep 0.059 8:906 8.906 8.906 8.906 2.529 2.590 Deck 0.047 7.165 6.753 7.165 6.890 1.981 2.085 20 0'.035 5.393 4.642 5.939 4.892 1.369 1.453 14 0.075 18.900 18.902 18.902 18.901 4.440 4.360 7'/2 Deep 16 0.059. 15.040 15.011 14.936 14.971 3.454 3.316 Deck 18 0.047 12.089 11.371 11.737 11.610 2.702 2.548 20 0.035 9.088 7.960 8.558 8.336 1.718 1.791 20/20 0.035/0.035 4.748 3.765 3.219 3.729 0.903 0.919 20/18 0.035/0.047 5.224 4:058 4.004' 4.410 0.898 1.148 4'/z Deep 20/16 0.035/0.059 5.606 4.244 4.539 4.698 0.896 1.465 Deck Cellular 18/20 0.047/0.035 5.799 5.038 4.062 4.641 .1.508 1.167 18/18 0.047/0.047 6.396 5.486 4.948 5.430 1.535 1.397 18/16 0.047/0.059 6.893 5.923 5.573 6.013 1.515 1.714 16/16 0.059/0.059 8.054 7.449 6.570 7.064 2.972 1.982 20/20 0.035/0.035 8.787 6.841 5.836 6.820 1.238 1.331 20/18 0.035/0.047 9.666 7.272 7.231 8.042 1.231 1.609 6 Deep 20/16 0.035/0.059 10.380 7.603 8.394 .8.529 1.225 1.973 Deck Cellular 18/20 0.047/0.059. 10.738 9.406 7.488 8.571 2.102 1.716 18/18 0.047/0.047 11.821 10.371 8.860 9.847 2.061 1.990 18/16 0.047/0.059 12.733 11.187 10.318 11.123 2.027 2.350 16/16 0.059/0.059 14.867 13.730 12.186 13.080 3.149 2.754 20/20 0.035/0.035 14.266 10.759 9.529 11.108 1.579 1.822 20/18 0.035/0.047 15.686. 11.413 11.614 12.837 1.569 2.132 7'/2 Deep 20/16 0.035/0.059 '16.855 11.911 13.638 13.559 1.561 2.550 Deck Cellular 18/20 0.047/0.035 17.451 15.551 12.270 13.997 2.622 2.349 18/18 0.047/0.047 19.177 17.151 14.286 15.916 2.566 2.657 18/16 0.047/0.059 20.646 18.242 1'6.580. 17.935 2.517 3.064 16/16 0.059/0.059 24.099 22.759 19.472 21.014 3.963 3.622 VI - I IIIVII - LJ.Y 111111. 'Effective properties are based on a yield strength of 33 ksi. zFor Acustadek deck panel section properties, multiply the tabulated values by the adjustment factors noted in Table 2. 'For the cellular deck panels, the first number is the design base metal thickness of the profiled deck panel and the second number is the design base metal thickness of the bottom flat sheet. ESR -1414 Most Widely Accepted and Trusted Page 9 of 68 TABLE 1D -SECTION PROPERTIES y( t -or St: 1 inch = Zb.4 mm. 'Effective properties for 18 gage deck panels are based on a yield strength of 40 ksi. 2Effective properties for 20, 22, 24, and 26 gage deck panels are based on 75 percent of the yield strength (80 ksi). TABLE 2-ACUSTADECKTM SECTION PROPERTY ADJUSTMENT FACTORS FOR TABLES 1A THROUGH 1D AND PERFORATION DETAILS' DECK TYPE ADJUSTMENT FACTORS PERFORATION DETAILS MOMENT OF POSITIVE NEGATIVE INERTIA SECTION SECTION ([gross, le+ le'; MODULUS MODULUS ID) (Se')(Se') PERFORATION DIAMETER (in) PERFORATION SPACING, a B, DGB 1.00 V 0.95 0.127 4 spaces @ 0.1875' = 0.750" DESIGN BASE GROSS POSITIVE NEGATIVE DESIGN MOMENT OF POSITIVE NEGATIVE 0.87. 0.67 METAL MOMENT OF EFFECTIVE EFFECTIVE INERTIA FOR EFFECTIVE EFFECTIVE DECK GAGE THICKNESS INERTIA MOMENT MOMENT OF UNIFORM SECTION SECTION TYPE 0.67 0.71 0.127 OF INERTIA INERTIA 0.97 MODULUS MODULUS 0.127 18 spaces @ 0.1875' = 3.375' 6" Deep Deck 0.97 0.90 0.86 LOAD 26 spaces @ 0.1875' = 4.875' 7'/2" Deep Deck 0.97 0.90 t (in) I.... (in'lft) le'.(in'/ft) IQ (in4/ft) to (In'lft) SQ' (in'/ft)_ 0.90 0.157 18' 0.0480 0.191 0.191 0.191 0.191. 0.261 0.261 0.97 202 0.0374 0.150 0.150 0.150 0.150 0.2061 0.206 CP -32 42 spaces @ 0.1875' = 7.875` CF 1% 222 0.3140 0.128 1 0.128 0.128 0.128 0.175 0.174 242 0.0254 0.103 0.103 0.103 0.10-3 0.139 0.141 262 0.0195 0.079 0.078 0.078 0.078 0.101 0.106 t -or St: 1 inch = Zb.4 mm. 'Effective properties for 18 gage deck panels are based on a yield strength of 40 ksi. 2Effective properties for 20, 22, 24, and 26 gage deck panels are based on 75 percent of the yield strength (80 ksi). TABLE 2-ACUSTADECKTM SECTION PROPERTY ADJUSTMENT FACTORS FOR TABLES 1A THROUGH 1D AND PERFORATION DETAILS' DECK TYPE ADJUSTMENT FACTORS PERFORATION DETAILS MOMENT OF POSITIVE NEGATIVE INERTIA SECTION SECTION ([gross, le+ le'; MODULUS MODULUS ID) (Se')(Se') PERFORATION DIAMETER (in) PERFORATION SPACING, a B, DGB 1.00 0.96 0.95 0.127 4 spaces @ 0.1875' = 0.750" BR 1.00 0.95 0.96 0.127 4 spaces @ 0.1875' = 0.750" B Full Perf DGB Full Perf 0.87. 0.67 0.69 0.127 - N, DGN 1.00 0.96 0.94 0.127 9 spaces @ 0.1875' = 1.6875 NR 1.00 0.94 0.96 0.127 9 spaces @ 0.1875' = 1.6875' N Full Perf DGN Full Perf 0.86 0.67 0.71 0.127 - 4'/2" Deep Deck 0.97 0.90 0.86 0.127 18 spaces @ 0.1875' = 3.375' 6" Deep Deck 0.97 0.90 0.86 0.127 26 spaces @ 0.1875' = 4.875' 7'/2" Deep Deck 0.97 0.90 0.86 0.127 34 spaces @ 0.1875' = 6.375 BF, DGBF, NF, DGNF 0.94 0.97 0.90 0.157 16 spaces @ 0.2165' = 3.464" NF, DGNF * 0.94 0.97 0.90 0.157 24 spaces @ 0.2165' = 5.196" 2WF, DG2WF, 3WF, DG3WF 0.97 1.00 1.00 0:157 30 spaces @ 0.2165' = 6.495' 4'/2, 6, and 7'/2 Inch Deep Deck Cellular 0.95 1.00 0.93 0.127 42 spaces @ 0.1875' = 7.875` For SI: 1 inch = 25.4 mm. 'See Figure 2 for AcustaDekT14 Perforation Patterns. ESR -1414 Most Widely Accepted and Trusted Page 10 of 68 ., 0, DGN, R Dark Niso . 00. 157' _ _ _ _ _ [� N, DGN, NNR 4•l2'• 0', 7 12' Deep Deck 0.433 — ? leee 0375 i r Ey .—�- 1 space Tabs �' ' 0 0.1075' n D.216S P. ahM,cj • 0 0.725' I 6 —l _ ' 0.775 Il 0.127' otameler 0.157- Diameter . WaD Perfo2led fvea ' Pedota0on Pattern Pedora0on Pattern a > ^ a (see (see a • (sec MIN&- Tqbi(see Table X (see�abovlc aha�a) ) abo�aj Table a above) ' Pan 1Perfo Are. , � Pan Pan Pan Perfor'leo � 0Penbrated Pcrfo�ted Area Area Ar, Cellular Deep Dock: Pan ' NF d DGIVF Pan - No Pedorallons No Penoiad— OF d DGSF Pan ZVF, DGMF, Wo Padoratbns No Pedaradons ` ' 3VVF d DG3VdF Pan 0 ft DGB Full Peri N d DGN Full Pad FIGURE 2—AC,USTADEKT11 PERFORATION PATTERNS 1 1 .. • 7 r ESR -1414 Most Widely and Trusted 6 Page 11 of 68 TABLE 3—ALLOWABLE REACTIONS FOR BARE DECK PANELS BASED ON WEB CRIPPLING (ASD)"2" DECKREACTION -TYPE GAGE ALLOWABLE LOAD (plf) LOCATION End of Deck Interior 1.5 2 3 . 1.5 2 3 2 16 2345 2547 2885 3781 4050 4501 B, D G B, BR, BF 18 1561 1701 1938 2491 2679 2994 & D G BF 20 927 1016 1164 1461 1579 1778 22 664 730 840 1038 1126 1273 N, D G N, 16 864 .939 1063 713 763 848 18 549 599 682 359 389 431 NR, NF & DGNF 20 303 332 381 111 120 135 22 206 226 260 26 28 32 710 16 1011 1098 1244 1683. 1803 2005 434 18 665 725 826 1101 1184 1324 2W, DG2W, 19 540 590 674 893 962 1079 2WF & DG2WF 20 386 423 485 635 687 773 21 346 379 436 569 616 695 966 22 272 299 344 447 485 548 16 1002 1089 1234 1716 1839 2044 3W, DG3W, 3WF & DG3WF 18 656 716 815 1122 1207 1350 19 532 581 664 909 980 1099 20 378 414 475 646 699 788 21 338 371 46. 579 627 707 Cellular 22 265 291 335 454 493 558 For Sl: 1 inch = 25.4 mm, 1 plf = 14.594 N/m. 'For web perforated and fully perforated AcustadekTm, the allowable reaction based on web crippling must be multiplied by 0.90. 'All values are based on the decking being fastened to the support and One -Flange Loading or Reaction. 3For cellular deck, the thickness of the top sheet (deck panel) is applicable. ALLOWABLE LOAD (plf) DECK TYPE GAGE. REACTION LOCATION End of Deck Interior 1.5 2 3 1.5 2 3 18 . 1451 1582 1802 2370 2549 2849 20 1449 1587 1817 2350 2538 2854 CP -32 & 22 1050 1153 1326 1695 1836 2074 CF -131x" 24 710 782 903, 1139 1239 1406 26 434 480 557 692. 757 864 41/z" 14 1598 2113 2508 3434 4006 4444 Deep Deck 16 966 1286 1531 2060 2428 2710 & 41/2. Deep 18 588 787 939 1256 1495 1678 Deck Cellular 20 297 400 479 648 781 883 V 14 1479 1956 2322 3179 3708 4114 Deep Deck 16 881 1172 1395 1878 2213 2470 6" 'Deep 18 526 704 840 1123 1337 1501 Deck Cellular 20 257 346 414 560 675 763 71/2. 14 1386 1832 2175 2979 3474 3855 Deep Deck 16 813 1082 1289 1735 2044 2282 & 7111. Deep 18 477 639 762 1019 1213 1362 Deck 20 225 304 364 491 592 670 Cellular For Sl: 1 inch = 25.4 mm, 1 plf = 14.594 N/m. 'For web perforated and fully perforated AcustadekTm, the allowable reaction based on web crippling must be multiplied by 0.90. 'All values are based on the decking being fastened to the support and One -Flange Loading or Reaction. 3For cellular deck, the thickness of the top sheet (deck panel) is applicable. ' ESR -1414 Most WidelyAccepted and T p rusted Page 12 of 68 ' TABLE 4�NOMINAL WELD CAPACITIES' 'Calculated in Accordance with AISI S100-071 S2-10, AISI S100-07, and AISI NAS -01 including the 2004 supplement. ARC SEAM WELD - ARC SPOT (PUDDLE) WELD ('/s inch X 1 inch DECK PROFILE GAGE ('/2 inch EFFECTIVE DIAMETER) EFFECTIVE WIDTH AND LENGTH Shear (lbt Tensile (Ibf] Shear (Ibf) 22 2187 2187 3277 _ 20 3052 2608 3967 B, DGB, N, DGN 18 4982 3425 5368 16 6145 4225 6824 22 2070 2123 3174 21 2616 2405 3632 2W, DG2W, 3W, 20 2913 2545 3863 DG3W 19 4078 3030 4680 18 4903 3371 5272' 16 6069 4172 6725 20 . 2595 2048 3161 41/2, 6, 7% Deep 18 4011 2717 4314 Deck 16 4965 338/ 5503 14 6193 4188 7143 20/20 7283 5007 8222 20/18 8287 5698 9632 20/16 8836 6495 11211 18/20. 8368 5753 9762 BF, DGBF, NF, 18/18 8836 6487 11211 DGNF 18/16 8836 7430 12834 16/20 8836 6565 11345 16/18 8836 7430 12834 16/16 8836 8401 14501 20/20 7200 4950 8336 20/18 8206 5642 9749 20/16 8836 6425 11332 18/20 8269 5704 9866 2WF, DG2WF, 18/18 8836 6425 11318 3WF, DG3WF 18/16 8836 7367 12944 16/20 8836 6503 11452 16/18 8836 7367 12944 16/16 8836 8335 14614 20/20 5815 3932 6624 20/18 6714 4540 7780 20/16 7647 5.171 9173 18/20 6714 4540 7780 4'/2, 6, 7% Deep 18/18 7647 5171 9173 Deck Cellular 18/16 8767 5928 10501 16/20 7647 5171 9173 16/18 8767 5928 10501 16/16 8836 6708 11865 'Calculated in Accordance with AISI S100-071 S2-10, AISI S100-07, and AISI NAS -01 including the 2004 supplement. r ESR -1414 I Most WidelyAccepted Pa e 13 of 68 , Pted and Trusted )6 `t 9 TABLE 5—NOMINAL SHEAR STRENGTH FOR MECHANICAL FASTENERS USED TO CONNECT DECK PANELS TO SUPPORTS' (lbf) ' MECHANICAL FASTENER TYPE Applicable. Supporting Steel Framing Thickness, tf (inch) DGB36, DGBF-36, DGN-24, AND DGNF-24 . DG2W, DG2WF, DW3W, AND DG3WF Gage . 9 Gage g 22 20 18 16 22 21 20 19 18 16 Hilti X-EDNK22 THQ12 Pin 0.125 <_ i <_ 0.375 1508 1800 2367 2924 1464 1659 1756 2092 2329 2887 Hilti X-EDN19 THQ12 Pin 0.1255t,:50.375 1604 1914 2517 3109 1557 1765 1868 2225 2477 3070 Hilti X -ENP -19 L15 Pin b t,>_ 0.25 1624 1938 2549 3149 11577 1787 1891 1 2253 2508 3109 Pneutek SDK61075 Pin 0.113 5 tf 5 0.155 1546 1833 2378 2896 1502 1695 1790 2116 2342 2862 Pneutek SDK63075 Pin 0.155 5 t,:5 0.250 1728 1977 2417 2812 1689 1860 1941 2210 2389 2787 ,Pneutek K64062 or K64075 Pin 0.187 5 4 <_ 0.312 1735 2216 3009 .3686 1655 1993 2149 2642 2690 3644 Pneutek K66062 or K66075 Pin 4>_ 0.281 1841 2258 3132 4076 1780 2055 2195 2698 3071 4011 ITW Buildex 12-14 or 12-24 I.C.H. Traxx, Traxx or TEK Self Drilling tf z 0.0385 1196 1436 1912 2392 1160 1320 1400 1680 1880 2360 'See AISI S100 for applicable Q (ASD) and (LRFD) factors. ?Supports must be minimum ASTM A36 steel. 3A minimum of three full threads will penetrate past the connected material. TABLE 6—AISI FACTORS OF SAFETY AND RESISTANCE FACTORS FOR DIAPHRAGM SHEAR 'Refer to DeltaGrip'" System Notes for Tables 7, 10, and 12 for use of tabulated factors. 4 Limit State Load Type orConnection Combinations Including Type' Panel Buckling ad Od ad $d (ASD) (LRFD) (ASD) (LRFD) Welds 3.00 0.55 Earthquake Screws 2.50 0.65 Welds . Wind 2.35 0.70 2.00 0.80 Screws Welds 2.65 0.60 All Others Screws 2.50 0.65 'Refer to DeltaGrip'" System Notes for Tables 7, 10, and 12 for use of tabulated factors. 4 ' ESR -1414 I Most Widely Accepted and Trusted ' Page 14 of 68 i i d ° 6 ° ► 7/.Xi o • ° ° r a 24,A .. ; ♦ a. • o e • X3'9 �.'„���� DG3 ?}_; 3F-36 —and DC -'3c-36 11 -24, DGN 3;, MF-24AND DGIyF -2a •.. o � 35r4 . a4`%. DD21-'i" 31A', DG,31N, -214F, DQ21,VF. aNVFANJD dGTE: AT T.-.CF0;IEhT Fr:T T ERa•IS ABOVE ALSO aPPL(TO THE CELLJLKR Al - D i'lES'TIBLE , aRShJwS OF THE DECK TYPE I'?DTED FIGURE 3 - ATTACH IVIENT PATTERNS (At .Perpervd I:cu I.ar S u pp.ar1s7 ' EXTEPIOR ,4-- INTERIOR LINE VFEI-DS LINE YVELDS %r= ^EXTERIOR UNE WELDS �'VELD LINES tT'Pj TYPE 2WF36 S DG2WF36 OR 3WF36 S DG3WF36 TYPE BF -36 AND DGEF-36 ' WELD LINES (TYP) TYPE NF -24 AND DGNF-24 ' ' _WELD LINES (fYP,. l j END OF RFSISTANCF DECK UNIT WELDS DEEP DECK CELLULAR TYPE WELL=S AT a' o.c. WELDS AT ' - 6" o.c. ''FIGURE 4 - CELLULAR DECK RESISTANCE WELD PATTERNS A i MIN i MIN. L = I' L SIZ lA SL , LU TOP=S ..M 41�==L BUTTON PUNCH s -hr)a .a aIa ARC SFArA WELDS. ' uafl:e j M ASC SEAft9 WE.Lb5 de CL,= I"TDL� FILLET ARC SPOT WEL6 ARC SPOT WELDS ' VAIASHERb'1=LDI FI.GUR.E 5 - WELD DETAILS r'PtiC�LE; D 5 ESR -1414' I Most Widely Accepted and Trusted Page 15 of 68 F Qn A Dim A L � 1 S A Section - A Section A- A - �-1, ire –=.-1 in Opposite A FIGURE 6—DELTAGRIPT°A SYSTEM DETAILS GENERAL TABLE NOTES: ' The diaphragm shear values, for deck panels without concrete fill, also apply to the acoustical version of the specific deck, known as AcustadekTM'. For fully perforated Acustadek74, multiply the allowable or factored shear strength in the tables by 0.85. 2The' diaphragm shears for cellular deck profiles, identified by the letter "F" in the deck panel type, are based upon the gage of the flat bottom sheet (pan). DELTAGRIPTM SYSTEM NOTES FOR TABLES 7, 10 AND 12: 1 See Figure 3 for fastener attachment patterns to supports and see Figure 6 for DeltaGripT"' System details. 2 The dimension from the first and last sidelap connection within each span is to be no more than one-half of the specified spacing. 3 5/s -inch minimum edge distance for mechanically driven pin and self -drilling screws.' ° DGB-36 and DGN-24 Deck end lap to be nominal 2 inches +/-'/2 inch over supports, no end lap required for DG2W-36 and DG3W-36. 5 For allowable shears, qa, the allowable stress design safety factor for load combinations including earthquake loads of, 0 = 3.0 with welded connections or Q = 2.5 for pins or screws, has been applied to tabulated values. Plate like buckling governs allowable shears above and to the right of the heavy line and a safety factor of, D =-2.00 has been applied. a For factored shears, qf, the resistance factor for load and resistance factor design for load combinations including earthquake loads of, 0 = 0.55 with welded connections or 0 = 0.65 for pins or screws has been applied to the tabulated values. Plate like buckling govems allowable shears above and to the right of the heavy line and a resistance factor of (1) = 0.80 has been applied. 7 Allowable shear, qi, and factored shear, qr, are for diaphragms subject to load combinations that include earthquake loads. Adjustments may be.made for load combinations subject to wind loads per AISI S100-07 Section D5 (see Table 6 of this 'report). e Spacing, s, of arc spot welds, pins or screws at marginal support members such as chords and to collector elements such as struts or ties must have a spacing adequate to transfer the actual required force to the diaphragm. s = qdq,,,, where s is spacing in feet, q,,,, is actual required shear in plf, q„ is nominal shear strength of the weld or fastenar in Ibf per Tables 4 & 5. e R is the vertical load span of deck units (L,) divided by the length (L) tof the deck unit R=L„/L 10 Interpolation of shear and flexibility,values between adjacent spans is permissible. "See Section 3.9 for support fasteners and 3.10 for sidelap connections. ' 'Z DG2W-36 and DG3W-36 diaphragm shear values for pins and scfews must be adjusted by factor of 0.8 for Nos 22 and 20 gage, 0.9 for Nos 18 and 16 gage. Schedule Mirtimum Offset . Gaye Dim A (in) 2.2 I 0.19 I 21 -0.19 i 20 0.1'9 ' 19 0.16 18 ! 0.16 16 1 0.16 For Si 1 inch F Qn A Dim A L � 1 S A Section - A Section A- A - �-1, ire –=.-1 in Opposite A FIGURE 6—DELTAGRIPT°A SYSTEM DETAILS GENERAL TABLE NOTES: ' The diaphragm shear values, for deck panels without concrete fill, also apply to the acoustical version of the specific deck, known as AcustadekTM'. For fully perforated Acustadek74, multiply the allowable or factored shear strength in the tables by 0.85. 2The' diaphragm shears for cellular deck profiles, identified by the letter "F" in the deck panel type, are based upon the gage of the flat bottom sheet (pan). DELTAGRIPTM SYSTEM NOTES FOR TABLES 7, 10 AND 12: 1 See Figure 3 for fastener attachment patterns to supports and see Figure 6 for DeltaGripT"' System details. 2 The dimension from the first and last sidelap connection within each span is to be no more than one-half of the specified spacing. 3 5/s -inch minimum edge distance for mechanically driven pin and self -drilling screws.' ° DGB-36 and DGN-24 Deck end lap to be nominal 2 inches +/-'/2 inch over supports, no end lap required for DG2W-36 and DG3W-36. 5 For allowable shears, qa, the allowable stress design safety factor for load combinations including earthquake loads of, 0 = 3.0 with welded connections or Q = 2.5 for pins or screws, has been applied to tabulated values. Plate like buckling governs allowable shears above and to the right of the heavy line and a safety factor of, D =-2.00 has been applied. a For factored shears, qf, the resistance factor for load and resistance factor design for load combinations including earthquake loads of, 0 = 0.55 with welded connections or 0 = 0.65 for pins or screws has been applied to the tabulated values. Plate like buckling govems allowable shears above and to the right of the heavy line and a resistance factor of (1) = 0.80 has been applied. 7 Allowable shear, qi, and factored shear, qr, are for diaphragms subject to load combinations that include earthquake loads. Adjustments may be.made for load combinations subject to wind loads per AISI S100-07 Section D5 (see Table 6 of this 'report). e Spacing, s, of arc spot welds, pins or screws at marginal support members such as chords and to collector elements such as struts or ties must have a spacing adequate to transfer the actual required force to the diaphragm. s = qdq,,,, where s is spacing in feet, q,,,, is actual required shear in plf, q„ is nominal shear strength of the weld or fastenar in Ibf per Tables 4 & 5. e R is the vertical load span of deck units (L,) divided by the length (L) tof the deck unit R=L„/L 10 Interpolation of shear and flexibility,values between adjacent spans is permissible. "See Section 3.9 for support fasteners and 3.10 for sidelap connections. ' 'Z DG2W-36 and DG3W-36 diaphragm shear values for pins and scfews must be adjusted by factor of 0.8 for Nos 22 and 20 gage, 0.9 for Nos 18 and 16 gage. I-Page 100 of 100 TABLE 42—ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (F) FOR INVERTED X -SPAN- WITH SELF -DRILLING FASTENERS (I -SPAN CONDITION)',' -'-',5.6,7.B ESR -1414 GAGE - SIDELAP ATTACHMENT FASTENER PATTERN SPAN 6%0" T -O" 8'-0"9'-0" 10%0" 11%0" T-0" 12'-0" None None 5 q F 39 40 42 45 47 50 52 F 46 .45 45 45 46.. 47 49 29 @36"o.c. 5 ,...q zt 125,: 108 70 64 F 40 38 36 35 34 33 @24"o.c, 5 @24"o.c. 5 q -E - E.71 107 98 82 _3H3 69 69 F 39 36 34 33 32 31 30 q @12"o.c. 5 q 197 154 122 @8 82 69 F 36 33 31 29- 28 27 26 v� None 5 q 26 @36"o.c.5 3 F 31 32 33 34 36 37 26 F 21 i 21 21 21 22 22 5' ') q �3t _Pn : � :, 92 F 25 24 24 24 24 23 105 @24"o.c. 5 q 137 125 105 F 24 23 22 22 21 21 21 F 17 16 16 15 15 15 @12"o.c. 5 q 267 235 186 151 125 105 F 22 21 20 19 18 1 18 177 TABLE 42—ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (F) FOR INVERTED X-SPANTm WITH SELF -DRILLING FASTENERS (2 -SPAN CONDITION)" 4,S,G,7,8 GAGE SIDELAP ATTACHMENT FASTENER PATTERN SPAN 6%0" T -O" 8'-0"9'-0" 10%0" 11%0" IT -O" None 5 q 77 r7. 58 48 5' F 39 40 42 45 47 50 52 29 @36"o.c. 5 q .:19574 69 F 30 30 29 29 29 29 29 @24"o.c, 5 07 98 82 69 F 28 27 27 26 26 25 25 @12"o.c. 5 q t 186 154 122 98 82 69 F 25 24 23 22 21 21 20 Nond 5 q v� ;36.,:,. F 29 31 33 35 38 40 43 26 @36"o.c.5 5 55 95 F 21 i 21 21 21 22 22 22 @24"o.c. 5 q AaL. 137 125 105 F 19 19 19 19 19 1-9 19 @12"o.c. 5 I q T� ' ' — 235 24 186 151 125 105 F 17 16 16 15 15 15 15 or a,. I Ind , - 25A mrin, 1 p11 = 14.594 N/m, 1 psf = 47.88 Pa. Iq = Allowable diaphragm shear in pounds per lineal foot. ot. 2F = Flexibility Factor: The average micro -inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. 3 Panels are attached with #12 self -drilling TEKS screws manufactured by ITW Buildex with a minimum 0.211 inch diameter to intermediate and end supports as shown in Figure 16. *2 self -drilling TEKS screws manufactured by ITW Buildex with a minimum 0.211 inch diameter to be used for panel sidelap attachments. 'The spacing of screws, a., in feet, fastening to diaphragm perimeter members parallel to the panel shall be: a. = 17.500t/q where: I thickness of deck in inches, q = required diaphragm shear (Allowable Stress Design) at shear transfer, in plf. 'For wind loading, values in the table that are.shaded may be multiplied by a factor of 1.25. 'Panels shall be attached to structural framing with a minimum thickness of 3/16 inch. 'Fasteners have a minimum'/2" diameter washer with a minimum 0.06 inch thickness. Precision Structural Engineering, Inc. Medford Office 1 250 MainStreet, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501 Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 ,�• 15 1 ' - www .structurel.com • Email: info@strcturet{.cor�-m? rte_. i , :r• • y�y.:, • a PROJECT NO.E<<y�-w I;r;,r �" G; `SHEET 9 E��'-}OF �a�=�� A-1.. 1 �u._.'�1=1.1'x.:: PROJECT NAME i DESIGNED BY DATE 1 SUBJECT CHECKED BY DATE (1n pj i �o0 0{� • [ t++ r l Ir �— • z IT, 1 - L 1 Jf i OW 17-1 711 i CP t, Z)6011 ,,C 1 � J 1 Precision Structural Engineering, Inc. Medford Office 250 Main Street, Suite A - Klamath Falls, OR 97601 836 Mason Way (off Sage Road) - Medford, OR 97501 Tel (541) 850-6300 - FAX (541) 850-6233 Tel (541) 858-8500 www.structurel.com mail:,info@structurel.com PROJECT NO. SHEET/&9 ( OF PROJECT NAME DESIGNED BY vfi� DATE SUBJECT CHECKED BY DATE Dt' = 7 L i.%ice: i t 61 t - (2 41.► .4, U I PROJECT.: r PAGE ' CLIENT: DESIGN BY: JOB NO.. DATE:. I REVIEW BY: Circular Footing Design Based on ACI 318-11 INPUT DATA& DESIGN SUMMARY . -777'7- COLUMN l7TCOLUMN DIAMETER dcol = 7 in M V COLUMN DEAD LOAD Poi= 0.729 kips d a a COLUMN LIVE LOAD PLL = 2.084 kips LATERAL LOAD (O=Wind, 1=Seismic) 0 Wind,SD WIND AXIAL LOAD PLAT = -1.555 k, SD WIND MOMENT LOAD MLAT = 0 ft -k, SD WIND SHEAR LOAD VL,T = 0 k, SD SOIL WEIGHT ws = 0.11 kcf FOOTING EMBEDMENT DEPTH Dr = 3 ft o a o FOOTING THICKNESS T = 24 in OO r ALLOW SOIL PRESSURE Q. = .1.5 ksf FOOTING DIAMETER D = 2 ft CONCRETE STRENGTH f,'= 2.5 ksi REBAR YIELD STRESS fy = 60 ksi FOOTING TOP REBAR # 4 @ 48 in o.c., each way CASE 2 CASE 3 FOOTING BOTTOM REBAR # 4 @ 18 in o.c., each way 1.6 0.0 2.2 0.0 k ft from center of footing) Pag - Psoil 0.6 THE FOOTING DESIGN IS ADEQUATE. 0.5 ' k, (footing increasing) ANALYSIS 3.4 0.0 2.2 0.0 2.7 0.0 k, (net loads) ft CHECK OVERTURNING FACTOR (IBC 1605.2.1, 1808.3.1, & ASCE 7 12.13.4) 0.70 @ 0 ft, from edge 0.87 @ 0 ft, from edge ksf MR/MO = 1.3 > F = 1.0 / 0.9 = 1.11 [Satisfactory] 0.70 0.87 ksf Where Mo = MuT + VLAT T - PuT(0.5 D) = 2 k -ft MR = (PDL+ Prig + Psoi) (0.5 D) = 2.00 2 k -ft P,g = (0.15 kcf) n T D2/4 = 0.94 k, footing weight Psoij = ws (Dr - T) n D2/4= 0.35 k, soil weight COMBINED LOADS AT TOP FOOTING (IBC 1605.3.2 & ACI 318 9.2.1) CASE 1: DL + LL P = 2.8 kips 1.2 DL + 1.6 LL Pu = 4.2 kips CASE 2: DL + LL + 0.6(1.3) W P = 1.6 kips 1.2 DL + LL + 1.0 W Pu = 1.4 'kips M= 0 ft -kips , Mu = 0 ft -kips V = 0.0 kips Vu = 0.0 kips e = 0.0 ft, fr cl fig eu = 0.0 ft, fr cl fig CASE 3: DL + LL + 0.6(0.65) W P = 2.2 kips 0.9 DL+ 1.0 W Pu = -0.9 kips M = 0 ft -kips Mu = 0 ft -kips V = 0.0 kips Vu = 0.0 kips e '= 0.0 ft, fr cl ftg eu = 0.0 ft, fr cl ftg CHECK SOIL BEARING CAPACITY (ACI 318 15.2.2) Service Loads CASE 1 CASE 2 CASE 3 P e 2.8 0.0 1.6 0.0 2.2 0.0 k ft from center of footing) Pag - Psoil 0.6 0.6 0.5 ' k, (footing increasing) i P e 3.4 0.0 2.2 0.0 2.7 0.0 k, (net loads) ft gmin x 1.09 0.70 @ 0 ft, from edge 0.87 @ 0 ft, from edge ksf qmax 1.09 0.70 0.87 ksf galiowable 1.50 2.00 2.00 ksf [Satisfactory] CHECK FLEXURE & SHEAR OF FOOTING (ACI 318 15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.2) 0.85 j a P.vlx = M1IN 0.0018 !P) P.+r: u- - i3 f s u r d 3 l\I f y su+sr 0.85f�,(I-F�iUW�f-,.l P= f Y (cont'd) FACTORED SOIL PRESSURE 1110 D Factored Loads CASE 1 CASE 2 CASE 3 4/10D Center 6110 D Pu 4.2 1.4 -0.9 k D Xu (ft, dist. from left of footing) eu 0.0 0.0 0.0 ft 0.60 0.80 y[0.15T + ws(Dr- T)] A 1.5 1.5 1.2 k, (factored footing &backfill) 0 ft, from edge £ Pu 5.8 2.9 0.3 k 1.83 0.94 0.08 eu 0.0 0.0 0.0 ft 1.83 1.60 1.20 9u, min 1.83 0.94 0.08 ksf l 0.28 X 0.36 0.79 0.38 0.35 0.28 0.16 0.00 Mu,col (ft -k) 0 FOOTING MOMENT & SHEAR FOR CASE 1 0 0 0 0 0.8418 1.6837 2.5255 3.3674 4.2092 Vu,w1 (k) 0 0 0 0 0 2.1046 4.2092 4.2092 4.2092 4.2092 4.2092 9u,Ng 8 fill (ksf) 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Mu,Ng a fill (ft -k) 0.00 0.00 0.02 0.06 0.14 0.25 0.45 0.68 0.94 1.24 1.55 Vu,ftg a fill (k) 0.00 0.04 0.15 0.31 0.48 0.77 1.06 1.24 1.40 1.51 1.55 9uoil (ksf) ,s -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 Mu,soil (ft -k) 0 0 -0.0599 -0.2238 -0.5142 -0.9441 -1.6652 -2.5257 -3.5128 -4.6039 -5.7549 Vu,soil (k) 0 -0.1498 -0.5594 -1.1357 -1.8008 -2.8774 -3.954 -4.6192 -5.1954 -5.6051 -5.7549 £ M„ (ft -k) 0 -0.0219 -0.0438 -0.1637 -0.3761 -0.6905 -0.3761 -0.1637 -0.0438 -0.0219 0 £ Vu (kips) 0 -0.1095 -0.4092 -0.8307 -1.3172 0 1.3172 0.8307 0.4092 0.1095 0 FOOTING MOMENT & SHEAR FOR CASE 2 Section 0 1110 D 2/10 D 3/10D 4/10D Center 6110 D 7/10 D 8/10 D 9/10 D D Xu (ft, dist. from left of footing) 0 0.20 .0.40 0.60 0.80 1.00 1.20 1.40 0 ft, from edge 0 ft, from edge Tangent (ft) 4u, max 1.83 0.94 0.08 ksf Section 0 1110 D 2/10 D 3/10D 4/10D Center 6110 D 7/10 D 8/10 D 9/10 D D Xu (ft, dist. from left of footing) 0 0.20 .0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Tangent (ft) 0.00 1.20 1.60 1.83 1.96 2.00 1.96 1.83 1.60 1.20 0.00 TA (ft?) 0.00 0.16 0.28 0.35 0.36 0.79 0.38 0.35 0.28 0.16 0.00 Mu,col (ft -k) 0 0 0 0 0 0 0.8418 1.6837 2.5255 3.3674 4.2092 Vu,w1 (k) 0 0 0 0 0 2.1046 4.2092 4.2092 4.2092 4.2092 4.2092 9u,Ng 8 fill (ksf) 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Mu,Ng a fill (ft -k) 0.00 0.00 0.02 0.06 0.14 0.25 0.45 0.68 0.94 1.24 1.55 Vu,ftg a fill (k) 0.00 0.04 0.15 0.31 0.48 0.77 1.06 1.24 1.40 1.51 1.55 9uoil (ksf) ,s -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 -1.83 Mu,soil (ft -k) 0 0 -0.0599 -0.2238 -0.5142 -0.9441 -1.6652 -2.5257 -3.5128 -4.6039 -5.7549 Vu,soil (k) 0 -0.1498 -0.5594 -1.1357 -1.8008 -2.8774 -3.954 -4.6192 -5.1954 -5.6051 -5.7549 £ M„ (ft -k) 0 -0.0219 -0.0438 -0.1637 -0.3761 -0.6905 -0.3761 -0.1637 -0.0438 -0.0219 0 £ Vu (kips) 0 -0.1095 -0.4092 -0.8307 -1.3172 0 1.3172 0.8307 0.4092 0.1095 0 Section FOOTING MOMENT & SHEAR FOR CASE 3 0 1/10 D 2/10 D 3/10 D 4/10 D Center 6110 D 7/10 D 8/10 D 9110 D D Xu (ft, dist. from left of footing) 0 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Tangent (ft) 0.00 1.20 1.60 1.83 1.96 2.00 1.96 1.83 1.60 1.20 0.00 TA (ftp) 0.00 0.16 0.28 0.35 0.38 0.79 0.38 0.35 0.28 0.16 0.00 Mu,col (ft -k) . 0 0 0 0 0 0 0.2808 0.5615 0.8423 1.123 1.4038 V.,01 (k) 0 0 0 0 0 0.7019 1.4 1.4 1.4 1.4 1.4 4u,ag &fill (ksf) 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Mu,Ng a fill (ft -k) 0.00 0.00 0.02 0.06 0.14 0.25 0.45 0.68 0.94 1.24 1.55 Vu,ftg & rill (k) 0.00 0.04 0.15 0.31 0.48 0.77 1.06 1.24 1.40 1.51 1.55 9u,soil (ksf) 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Mu,soil (ft -k) 0 0 -0.0307 -0.1147 -0.2635 -0.4839 -0.8534 -1.2945 -1.8004 -2.3596 -2.9495 Vu,soil (k) 0 -0.0768 -0.2867 -0.5821 -0.923 -1.4747 -2.0265 -2.3674 -2.6627 -2.8727 -2.9495 £ Mu (ft -k) 0 -0.0073 -0.0146 -0.0546 -0.1254 -0.2303 -0.1254 -0.0546 -0.0146 -0.0073 0 £ Vu (kips) 0 -0.0365 -0.1365 -0.277 -0.4393 0 0.4393 0.277 0.1365 0.0365 0 Section 0 1/10 D 2/10 D 3/10 D 4/10 D Center 6/10 D 7/10 D 8/100 9/10 D D Xu (ft, dist. from left of footing) 0 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Tangent (ft) 0.00 1.20 1.60 1.83 1:96 2.00 1.96 1.83 1.60 1.20 0.00 • TA (ftp) 0.00 0.16 0.28 0.35 0.38 0.79 0.38 0.35 0.28 0.16 0.00 Mu,01 (ft -k) 0 0 0 0 0 0 -0.1798 -0.3596 -0.5393 -0.7191 -0.8989 Vu,col (k) 0 0 0 0 0 -0.4495 -0.9 -0.9 -0.9 -0.9 -0.9 9u,Ng a fill (ksf) 0.37 0.37 0.37 0.37 0.37 0.37, 0.37 0.37 0.37 0.37 0.37 Mu,flg s fill (ft -k) 0.00 0.00 0.01 0.05 0.10 0.19 0.34 0.51 0.71 0.93 1.16 Vu ng g rill (k) 0.00 0.03 0.11 0.23 0.36 0.58 0.80 0.93 1.05 1.13 1.16 qu,soil (ksf) 0.08. 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 Mu,soil (ft -k) 0 0 -0.0027 -0.0101 -0.0233 -0.0427 -0.0753 -0.1143 -0.1589 -0.2083 -0.2603 Vu,soil (k) 0 -0.0068 -0.0253 -0.0514 -0.0815 -0.1302 -0.1789 -0.209 -0.235 -0.2536 -0.2603 £ Mu (ft -k) 0 0.0047 0.0094 0.035 0.0803 0.1475 0.0803 0.035 0.0094 0.0047 0 £ Vu (kips) 0 0.0234 0.0874 0.1774 0.2813 0 .-0.2813.-0.1774 -0.0874 •0.0234 0 FOOTING MOMENT & SHEAR SUMMARY Section 0 1/10 D 2/10D 3/1013 4/100 Center 6/10 D 7/10 D 8/10 D 9/10 D D Xu (ft, dist. from left of footing) 0 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Tangent ft 0.00 1.20 1.60 1.83 1.96 2.00 1.96 1.83 1.60 1.20 0.00 1.5 -1.0 Case Mu, (ft -k / ft) 0 -0.0183 -0.0274 -0.0893 -0.1919 -0.3453 -0.1919 -0.0893 -0.0274 -0.0183 0 Vu, (k / ft) 1 0 -0.0913 -0.2557 -0.4532 -0.6722 0 0.6722 0.4532 0.2557 0.0913 0 Case Mu, (ft -k / ft) 0 -0.0061 -0.0091 -0.0298 -0.064 -0.1151 -0.064 -0.0298 -0.0091 -0.0061 0 2 Vu, (k / ft) 0 1-0.03041-0.0853 -0.1511 -0.2242 0 0.2242 0.1511 0.0853 0.0304 0 D Case Mu, (ft -k / ft) 0 1 0.0039 0.J80..0191 0.041 0.0737 0.041 0.0191 0.0058 0.0039 0 Vu, (k / ft) 3 0 0.0195 0.0968 0.1435 0 0.1435 -0.0968 -0.0546 -0.0195 0 CHECK FLEXURE Location Mu,max d (in) Pmin P.qD Pmax smax Pprwo Top Slab 0.1 ft -k I ft 21.75 0.0000 0.0000 0.0129 no limit 0.0002 Bottom Slab -0.3 ft -k / ft 20.75 0.0000 0.0000 0.0129 18 0.0005 [Satisfactory] CHECK FLEXURE SHEAR Vu,max �Vc = 2 � b d (f,')os check Vu < Vc 0.7 Oft ft 19 k Satisfacto CHECK PUNCHING SHEAR (ACI 318 15.5.2, 11.11.1.2, 11.11.6, & 13.5.3.2) Pu -R 0.5yvAfubl AP=o(bt+b2)d f vu(psi) A/ + J Ovc(psi)=0(2+Y) .fc I r 1r r 11 Yv=t- J=I d6t JI 1+r- 12+3I 2 IJ 1+3 h! y=M/N 2, 4 ,40 `o l L l J l J 3 b� /i� 60 1 1 sD2 6 R= Pubtb2 Aj= 4 60=�(dcol+d) , b!=b2= 4 A1' (cont'd) Case Pu Mu b, b2 bo I Yv PC y At AP R J vu (psi) � `/c 1 4.2 0.0 22.2 1 22.2 7.4 0.4 1.0 2.0 3.1 13.1 4.6 9.2 -0.2 150.0 2 3 1.4 -0.9 0.0 0.0 22.2 22.2 22.2 22.2 7.4 0.4 7.4 0.4 1.0 1.0 2.0 2.0 3.1 3.1 13.1 13.1 1.5 -1.0 9.2 -0.1 9.2 0.0 150.0 150.0 where 0.75 (ACI 318 9.3.2.3 ) [Satisfactory] Precision Structural Engineering, Inc. Medford Office ' 250 Main Street, Suite A • Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford, OR 97501, Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 1 ,_ s www.structurel.com •Email: info@structurel:com =1 PROJECT NO. SHEET OF PROJECT NAME DESIGNED -BY I l DATE SUBJECT CHECKED BY DATE ' I ro 0 t• r j e �!�' �' JJi �-•-Ldp li f%i ���fff"' Pi, 6 s t Ve r 1 0 A-ro�- uj V f�#'- /ti, 11 /�"// 0 Co 4 o y_j ti PROJECT:') CLIENT: JOB NO.: DATE : PAGE: DESIGN BY REVIEW BY Group of Tension and Shear Fasteners Near Two Edges Based on ACI 318-11 INPUT DATA & DESIGN SUMMARY ''.,•:. CONCRETE STRENGTH fc, = 2.5 ksi SPECIFIED STRENGTH OF FASTENER futa = 58 ksi (The strength of most fastenings is likely to be controlled by the'embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) FACTORED DESIGN TENSION LOAD Nua,j = 3.94 k I FACTORED DESIGN SHEAR LOAD Vua t = 1.834 k EFFECTIVE EMBEDMENT DEPTH hef = r` , in r12 FASTENER DIAMETER d = ,[`0.625, in FASTENER HEAD TYPE '--°3-' Hex ( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers ) FASTENER CENTER -TO -CENTER SPACING s = 4 in I DIST. BETWEEN THE FASTENER AND EDGE c1 = C1a = 8 in j ; ' • DIST. BETWEEN THE FASTENER AND EDGE c2 = c2a = 6 in I SEISMIC LOAD ? (ACI 318 D3.3) Yes I [THE FASTENER DESIGN IS ADEQUATE.] ANALYSIS i .- NUMBER OF FASTENERS n = 2 EFFECTIVE AREA OF FASTENER Ase,N = 0.226 int BEARING AREA OF HEAD Ab = 0.454 in Z, ( or determined from manufacture's catalogs.) CHECK THE FASTENERS TENSILE STRENGTH: (ACI 318, D.5.1.2 & D.3.3.4.4) ONso = OnAse,N (f 1110 ) = 19.662 k > Nua = 9.850 k [Satisfactory] where : = 0.75 x 1 = 0.75 (ACI 318-11 D.4.4 & D.3.3.4.4) 00 = 2.50 , ASCE 7-10 Tab. 12.2-1 or 15.4-1 CHECK CONCRETE BREAKOUT STRENGTH: (ACI 318, D.5.2.1) A A 03 ONcng = 0 IV V c.A1V,d.NIV�•.NNn = 0 z IVec-N %+ Cmin1�c.A'I244f',h:l ANO �9h.f)1`\ 1.Sy f J `\ 12.609 k > Nua (Satisfactory) i . where: = 0.75 x 0.75 = 0.5625 , ACI 318 D.3.3.4.4 9'ec,N term is 1.0 for no eccentricity in the connection. V1c,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH: (ACI 318, D.5.3.1) ON,, = Onyrcf, ,( An8f c) = 10.215 k > Nua [Satisfactory] I where: = 0.75 x 0.75 = 0.5625 , ACI 318 D.3.3.4.4 i . . . ' . . ; y,cP N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE -FACE BLOWOUT STRENGTH: (ACI 318, D.5.4.1) Cmin > 0.4 hef [Satisfactory] Since this fastener is located far from a free edge of concrete (c > 0.4 hef) this type of failure mode is not applicable. DETERMINE DESIGN TENSILE STRENGTH: ON,, = min (ON,,, 4N,b , ON,) = 10.215, K ! CHECK Fasteners SHEAR STRENGTH: (ACI 318, D.6.1.2b) Oyso = On0.6Ase.Nf „r = 10.224 k Vua = 4.585 k [Satisfactory] where: = 0.65 x 1 = 0.65 (for built-up grout pads, first factor shall be multiplied by 0.8, ACI 318 D6.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD: (ACI 318, D.6.2.1b) V r•n _ Av (1.5c1)(1.5cl+s+c2)c2 1 0' --Yec:YVC�,.vIV"VVn=� IV «.v 0.7+0.3 ly.,, 7 fcclls AY,, 4.5c1" 1.5cl ( d ) = 5.546 k > Vua [Satisfactory] where: = 0.75 x 1 = 0.75 (� 4/cp,N term is 1.0 for no eccentricity in the connection. 4/c,v term is 1.0 for location where concrete cracking is likely to occur. Iterm is Load bearing length of the anchor for shear, not to exceed 8d. CHECK PRYOUT STRENGTH FOR SHEAR LOAD: (ACI 318, D.6.3.1) �V,,,�=�k�, An- IV•,�.,vtV •.,vNn=�k,,, AN 0'.7+0.3cn,�11V 24 f,.h' Am, (9h.f�l 1.Sh.f J 33.625 k > Vua [Satisfactory] where: = 0.75 x 1 = 0.75 kVc,N term is 1.0 for location where concrete cracking is likely to occur. kcp = 2.0 for h,r> 2.5 in. DETERMINE DESIGN SHEAR STRENGTH: l 0V min(0V.,u �OV,b ,OV,) = 5.546 K REQUIRED EDGE DISTANCES AND SPACING TO PRECLUDE SPLITTING FAILURE: Since headed cast -in-place fasteners are not like to be highly torqued, the minimum cover requirements of ACI 318 Sec. 7.7 apply. Coverprovd > CoverRegd (Satisfactory) CHECK TENSION AND SHEAR. INTERACTION: (ACI 318, D.7) Since Nua.i > 0.2 � Nn and Vua, > 0.2 0 Vn the full design strength is not permitted. The interaction equation must be used + V""'� = 0.72 < 1.2 [Satisfactory] ON„ ¢V„ Summary of Dimensional Properties of Fasteners Fastener Diameter ( in Gross Area of Fastener < ( in) Effective Area of Threaded Fastener < (in) Bearing Area of Heads, Nuts, and Washers (Ab) (int) Heavy Heavy Hardened Square Hex Square Hex Washers 0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 0.875 7/8 0.601. 0.462 1.121 1.465 0.891 1.188 1.804 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 1.125 11/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1.250 11/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 13/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455 1.500 11/2 1.767 1.410 3.295 3.873 1 2.617 3.118 5.301 1.750 13/4 2.405 1.900 - - 4.144 6.541 2.000 2 3.142 2.500 5.316 7.903 7.771) 1 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National rlood InsuronceProgram Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name DON SCOTT Policy Number. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company MAIC Number. 10642 CHAYOTE DR City DURHAM State CA ZIP Code 95938 161(0-1 R1 JITP A3. Property Description (Lot and Block Numbers, Tax Pard Number, Legal Description, etc.) COUNTY APN 040-020-152 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) SHOP JUN 3 2016 A5. LetitudelLongitude: Lat. N39. 14 Long. Wt21.78636 Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach it least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. DEVELOPMENT AT Building Diagram Number 18 SERVICES A8. For a building with a crawispace or enclosure(s): A9. For a building with an attached garage: a) Square footage of cxawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage NIA sq ft b) Number of permanent flood openings in the crowlspaoe b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION 8 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP Community Name & Community Number B2. County Name B3. State BUTTE COUNTY 060017 - BUTTE COUNTY CA .B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone D6007CO510 E d) Attached garage (top of slab) RF GO MPS-' Lowest C� EffectivelRevised Date Zone(s) AO, use base flood depth) feet ❑ meters 0 Lowest adjacent (finished) grade next to building (LAG) DATE 01/06/2011 AO DEPTH = 1 FOOT 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: 811. Indicate elevation datum used for BFE in Item 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ® Construction Drawings' ❑ Building Under Construction* ❑ Finished Construction •A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with 8FE), VE, V1 -V30, V (with BFE), AR, ARIA, ARAE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: Vertical Datum: Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) { / _ I Z, -t�• ICES feet ❑ meters b) Top of the next higher floor 1 �j -p�ELO�T SE ❑ (tet ❑meters c) Bottom of the lowest horizontal structural member (V TfE COUNTY R feet E)ac� ❑ ❑meters d) Attached garage (top of slab) RF GO MPS-' Lowest C� feet ❑meters e) elevation of machine or machinery equipment servicing the building (Describe type of equipment and location in Comments) , + (- 16 feet ❑ meters 0 Lowest adjacent (finished) grade next to building (LAG) DATE ❑feet C3 meters g) Highest adjacent (finished) grade next to building (HAG) ❑ feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support ❑ fleet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a Check here if attachments. licensed land surveyor? ® Yes ❑ No Cenifier's Name LESLIE W COKE License Number PLS 5712 Title LAND SURVEYOR Company Name PRECISION SURVEYING Address 1165 HOFF WAY 204 City ORLAND State CA ZIP Code 95963 Signature�! , Date 10/14/2015 Telephone 530-865.4194 FEMA Form 086-0-33 (7112) See reverse side for Continuation. R Chi Lcft�e,14AtCoka O?� e, ('0places all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. 10642 CHAYOTE DR City DURHAM State CA ZIP Code 95938 Company NAIC Number. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. Comments Signature Date SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items Et -E5. If the Certificate is intended to support a LOMA orLOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawlspace, or enclosure) is 1.0 ® feet ❑ meters ® above or ❑ below the HAG. b) Top of bottom floor (including basement, crawispace, or enclosure) is 1.8 ® feet ❑ meters ® above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided In Section A Items 8 and/or 9 (seg ages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or [below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is NIA. ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name LESLIE COKE Address 1165 HOFF WAY #204 City ORLAND State CA ZIP Code 95963 Signature Comments Date 10/14/2015 Telephone 530-865-4194 ❑ Check he if attachm SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the cormmunhys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. GL ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. ' G4. Permit Number I G5. Date Permit Issued T G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title p BUTTE 1TTE ,®1 ) N 1 i Community Name Telephone BUILDING DIVISION Signature , Date P P e IRD Comments' r l Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions., KS1935 I r � Z5 ." HAPIS DRIVE . _ PHENDX DRIVE - MAP :SCALI 00 0 Little Chico -Butte 233 NORFIELD AVENl1E - 1)iverS ;Creek ion Channel 1/ 231 P 230 A' CD , R FIR Bridge a r - FLOOC ' PROFILE ^ BASE LINE SOUTHGATE .COURT 22 BUT] CALI m AND IN 2 ZONE X 4 PANEI r ZONE A (SEE MA ONTNNS• + _ .. i. - r • m OM U MME COU ` r O. 21 O CHICO, On PROFILE-BASE LINE ' m " Y MARYB(LL RANCH ROAD 2� 6 ® � d ♦ to 6howi abov i W ya aubJBd Com � .' AO. r •� ZONE (DEPTH.'11 a41 m21® �¢oNo ` O I .�. 212 �� d Federal, _JOINS 0306mE_. t l ' I 604000ME T PANEL 0520' - 60 . •• This Is an official copy of a poi r ' �, - Y •••y - • .� -.. - :'* - was extracted using F-MIT On • - • • - '' - , - '•i • . ".r '- or amendments which may ha -_ - - _` * '' title block. For the latest prod Program flood maps check the J M EL t= W N In m N Lf) U O N tD 0 In w O E) In O Z w Z O Il L7 Z } w Lf] Z 0 Ln U w w F O w Lt_ 6 IPIS.OR'VE ZONE X PHENDX DRIVE /\ \�� . Little k,&s1a -.t *wq NORFIVLQAVENlJE '� Q�eefsl�aVCtSfOIt ptrartnea .SOi] GATM COURT 604-tE JOINS PANEL 0S20 e PAY0Tr- 09 MAP .SCALE V 40OW DO d 1006 200D FEET PAML OsiDE FIRM FLOOD MURANCE RATE MAP BUTTE COUNTY, CALWORNiA &W INCORPORAT91D ARVAS PANEL 61D OF 1200 (Siii MAPINbEXFCRFIFUPAW-LLAfOW) SS�TEl1� &M Wo man00uaarr MW c4r. a 4MEO WrIeW OW43 CM A IrOwa b vw. The Ito ramem stxn or4w A00 ae du'iesbc+ a"s awfewlwlm. CWSEIAJa WOW, naiad to m AlIF MAP NUMBER hish 100=610E 14 MAP MIGED JANUARY S, 2011 Fr.*[%I Emcfwacy141war —at A&C-7 Tbia to an daael dopy of s poMon of the atiom felemnced gaad msp. a was «traded uehvFMROnt-Una.:Frs map6oea naM1 retlaot cd mages or amendments wKch may have been made subsequent to the dale the tale htcclL For the laieal Product Infcrlaoijon *WA Natlar" Flood rMviance lemaram good massa check the FEMA Flood k42P Stone atwtm msafama.gc - - -• � ':yam :, ._.... ._ n F , California Department of Forestry and Fire Protection ` Butte County Fire Department ' >.:.: Fire Prevention Bureau 176 Nelson Avenue', Oroville, CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Final Inspection Sheet Property Ow r arae: Property Location: n City: 01'4� Inspector: Ct ✓' (n ✓"" Inspection Date: Permit# rd ' '' AVN# 09 0 "0 oa — / S Correct Notes y �t :+c<r: •:;;:. ,{ . 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Height of Street and Road Signs 1274.05: Intersecting Roads, Streets and Private Lanes 1274.06. Signs Identifying Traffic Access limitations 1274.07. Installation of Road, Street and Private Lane Si ns .'F' ;cff:}�+•"{y^' p �(./�{ $.,. l ,. f.. ...S ., t:�v . {{:i` +��y�:f:,.r f,4ie:';Y :w:$$Y ::$r:.:;t?:Y': t£<?{:R .,,*i . . ,ys: ;}:J:7'.'.,� � $ "C$' '.ti{+}":P' •.CY.:, "t:rC {. ..a:.. , ,Y.Y::::,... }?.:a:.. ::?t.:,.. ck':':' "••kY �' . lYd4... k�. f• . K .�>:` ,ky:`;'}^.,Y;, .'tuQ•?•.' Y,` v/,: ,A..�C ..,1 .:yr,, x'4•l.',:� '3.3�: yy :: �. f}?'l. £. ':'%Y +:.Q •:, +t �•4 •, :;J:6 vYY : Y \Y>v {���� Y;». ;•,S.. r•::: h {+•:�l ,.a.:;•:v,....,.. +k"$$�..iY.........................,..•.}.:yt::::.::::}:Rnb:.$�.,+`:. ......:. .. v,YF,.........Y..:.: i ,. .Y. u,. .m 1274.08. Addresses for Buildings 1274.09. Size of Letters, Numbers and Symbol; for Addresses 1274.10. Installation, Location and Visibili of Addresses ' N A ay:} •v1: .:,..,.....::..,:yn.:.:•;•:::::: Y: :..a..,, v: ..v:: :• :f:,•. ::..:Y:...::^:.Y:<o", .\Y+:^??: }`{:+:C{t' ':: ,a?^%f?{;r•Yan kf>. ...{ .,.{,. ..% : :% nl• . :e . W,vE , "{S A /.} Y, .{ ..,.$.. .f, ,.. ,.,a .t•#33 .y,�$?Y ,3? .;,,$•+:{.:a}}vo:. � .,�" off,. a�',:% , `l;.xa: ?: s:o+• ..i+' r+}}•a}�:,v.,.. 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If required, request to see a copX of the conversion ermit or Timber Harvest Plan A6: ';G?A�k .Ci.E3.RAI.t .d v•'::.::na,• f:Y.• :r:{.;.:.v.,,..:.:..:gf$:>:{,. }. $$:r{s?:;:� :k�:4S::R1':4.Elilr33I!iG:i�+.CCCt#? ? .MIND ��eRyt� �,a.�.wyr..p :r.....M..{<,.f�"•} • h ,, ..r.y.:r.e,y:?.:y.f�.,•�?:?�.ri7�?ya.�..:g+:�:.�?.Y:y:,:::.:{�<.:•;.f.;.•t::.....,�yC�+•��,e.Sro�W��}'":x. rM.x.>'}i,C. Y{.Y�' :.y'• :�: •,.:w} } . +'.s�,.�`;H l�"r,.y.�"'`�•'.,'$z<.':o;?<> {. ",a,�.$j�.};.;,•y?.'r..;Y:Sc . • .'.3:£{`%�ts�,v'rn<.$,y, �.i;fi:.:{ r` . ; afo,>?�,'}' }...,£C..,GY.... `:£,...Q..,c ti.:. .kk,'' �E. :.. Z: Y...v.,.?::.. �.:•.,.v,•, A:. 04A.1.2 Roof coverings 04A.1.3 Roof valleys IF 704A.1.5 Roof gutters 704A2.2 Eave or cornice vents 704A.2.3 Eave protection 704A.3.1.I Exterior wall coverings 704A.3.2 Exterior wall openings 704A.3.2.1 Exterior wall vents 704A.3.2.2 Exterior glazing and window walls 704A.3.2.3 Exterior door assemblies 704A.4. L 1 Decking surfaces 704A.4.2.1 Underside of appendiges and floor projections. 704A.4.2.2 Unenclosed under floor protection Chapter 15 Roofing and Roof Structures 1503.1, 1503.2, 1503.3 Roof Coverings within State Responsibility Area .{.. .......... .......................,..,.........,.........,............. ,.......... :::.Y:::;,". ..., � ..Y..... .:.....,....a..:. ..:.r.. �.........}. :..,., .: fi:•3:::.::Yti:�" ', tif¢: %::a: ;;;;' .{{:.. Es:'x;y: ,{.+.:;,: . ..,..........................\ ..: :....: . �..r; .,...........................................,. ... .... {..:.,•r ,..:.....,.. ., r:.. ,.,rv:: ?, . •.yw,::,F:.. ,{.,yH.Y• :�},. W3.,{`S . v: fv::.::v}: ..::: vr:�.....,. Yv�E{>.�:$'::iO.,.,v,.,;fy'lv:n: ,.n S:. C:>:v}..+,n .tt•:+•:: ............. . .: �:,�<.•...v:lv.vr:;•:::�.:::,:nv:::;v:::v:.,v:::vp }n.:?:v: :::•:•. .,.: :f .ww: w:y?:;�4:?'•»:v....... .v.t•v�}:+.: iY.}•YS•:n.......n.v.... ,<...v}............................a,:::::.....::.::,:,..:. 807.3, LPG Tank Clearance of Combustibles 3807.4 Protecting LPG containers from vehicles RE -INSPECTION DATES INSPECTOR RE -INSPECTION DATES INSPECTOR IS' 3r - •passed 2” Inspection on: - .Q The above 0 residentia ancillary structure has been built to meet all applicable state and local fire safe standards including those standar s de cribed in Government Code Section 51189(6). - _ Inspector Signature ' LA jve�;AA 0. Tu sus too' BU TE COUNTY BUILDING DIVISION APPROVED �°IE cz Of C Additional General Notes 1. All construction to conform to 2013 California Building Code, 2013 Residential Code, 2013 California Mechanical Code, 2013 California Electrical Code, 2013 California Fire Code, 2013 California Energy Code and 2013 California Green Building Standards. 2. Classification U, Construction Metal 9. Soil immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 6 -inches within the first 10 feet. 17. Main electrical service provide 200 amp overhead main.panel 18. Electrical .panel grounding shall comply with CEC 250.32. Comply with CEC 250.9.4 & 800.100(B) for grounding and bonding Label circuit breakers, disconnects, switches and their accessories to identify their location and /or equipment All landscaping,to remain the same. No trees are being removed. in favor of this building. PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C�O®DE COMPLIANCE DATE • C r '� "��. � au. � •,• . �` a rte, - _ is a , C Additional General Notes 1. All construction to conform to 2013 California Building Code, 2013 Residential Code, 2013 California Mechanical Code, 2013 California Electrical Code, 2013 California Fire Code, 2013 California Energy Code and 2013 California Green Building Standards. 2. Classification U, Construction Metal 9. Soil immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 6 -inches within the first 10 feet. 17. Main electrical service provide 200 amp overhead main.panel 18. Electrical .panel grounding shall comply with CEC 250.32. Comply with CEC 250.9.4 & 800.100(B) for grounding and bonding Label circuit breakers, disconnects, switches and their accessories to identify their location and /or equipment All landscaping,to remain the same. No trees are being removed. in favor of this building. PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C�O®DE COMPLIANCE DATE • C r '� I STRUCTURAL GENERAL NOTES - APPLICABLE TO ALL CONSTRUCTION UNLESS OTHERWISE NOTED ON THE PLANS A. DESIGN SCOPE BY PRECISION STRUCTURAL ENGINEERING (PSE) 1. Design shown on drawings by PSE include the following items. a. Pre -manufactured steel building framing and foundation design 2. Design Shown on PSE drawings does not include: finishers, architectural items, windows, doors, moisture bearers, water proofing mechanical units, plumbing, or electrical items. B. GENERAL REQUIREMENT: 1. Furnish all labor, materials, and equipment necessary to complete the work shown or inferred by these drawings. 2. Where construction details are not shown or noted for any part of the work, such details shall be the some as for similar work shown on the drawings. 3. Notes and details on the drawings take precedence over the general notes and typical details in case of conflict. 4. Provide manufacturer's approved product evaluation reports (ICC reports) and a list of all proposed substitutions to the Engineer for review and written approval before fabrication. 5. Pipes, ducts, sleeves, chases, etc. shall not be placed in slabs, beams, or walls unless specifically shown or noted nor shall any structural member be cut -for pipe, ducts, etc., unless specifically shown. Obtain prior written approval for installation of any additional holes, ducts, etc. 6. Locate and protect underground or concealed conduit, plumbing or other utilities where new work is being performed. 7. The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. The contractor shall take necessary precautions to maintain and insure the integrity of the new and any existing structures during construction. The design stresses shall not be exceeded during construction based on the age of each element . Neither the owner nor Architect/Engineer will enforce safety measure regulations. Contractor shall design, construct and maintain all safety devices, including shoring and bracing for the new and any existing structures and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and regulations. 8. Obtain prior written approval for any changes to the drawings. 9. The contractor shall review and compare the structural drawings with all other Construction Documents, such as Architectural, Mechanical and Electrical drawings, specifications, etc. Do not scale drawings. The contractor shall verify dimensions, elevations and oil information. Report, in writing, any inconsistencies, errors, or omissions to the Architect/Engineer of record before proceeding with the work. 10. All existing constructions are shown schematic only. Contractor is responsible to verify actual conditions and allow for them in his bid. Notify the Architect/Engineer, in writing, in case of any discrepancy between actual conditions and what is shown on the structural drawings before proceeding with the work. 11. See Architectural, Mechanical, Electrical and other drawings for embedded items. 12. Comber shall be provided for all members with 30 feet or more of span. Check beom table and contact the Structural Engineer for the amount of camber. 13. Submit seismic anchorage calculations stamped by a licensed Professional Engineer for all equipment and components weighing more then 500 Ib. 14. Any substitutions for structural members, hardware or details shall be reviewed by the Architect and Structural Engineer. Such review will be billed on a time and materials basis to the General Contractor with no guarantee that the substitution will be allowed. 15. All communication shall be in writing. No verbal communications, decisions, instructions or approvals shall be valid. C. CODE AND LOADS: 1. All design, material, and construction work for this project shall conform to the 2013 California Building Code (CBC) with reference to the 2012 International Building Code. 2. The Building Code parameters. • a. Roof dead load 2 PSF. - b. Roof Live load = 20 psf c. Ultimate wind speed, 3sec. gust = 110 mph, Exposure -C, Category -II d. Seismic Information 1. Ss = 0.613 2. Sl = 0.271 3. Sms = 0.803 4. Sml = 0.503 5. Sds = 0.535 6. Sall = 0.336 7. Seismic Design Category = D 8. Site Class = D D. INSPECTION: The owner shall employ one or more quolified Inspectors -to provide inspections during construction in according with. section 1701 of the above code. The Inspector shall be certified by the building official to perform the type of inspection specified. Inspection shall be provided for: 1. Foundation excavation. 2. Reinforcement placement, prior to closing the forms and delivery of concrete. 3. Concrete placement. 4. Bolts installed in concrete and masonry, prior to and during the placement of concrete around bolts. - 5. Epoxy filled anchor bolts. 6. Structural Steel. r 7. Field welding. a E. FOUNDATION 1. PSE recommends that the owner/contractor order geotechnicol investigation report. Due to the lock of specific geotechnical information for this site, foundation was designed on on assumed bearing capacity of 1500 PSF. PSE is not responsible for any future defects resulting from unreported condition mitigating the above assumption. 2. Minimum bottom of footing depth shall be as per local frost depth below finished grade. F. CONCRETE: 1. All concrete work shall conform to the American Concrete Institute's Standard Building Code Requirements for Structural Concrete, ACI 318, Place concrete in accordance with ACI 318. 2. Materials shall comply with: a) Cement, ASTM C150 Type I or II. c) Water. Potable. b) Aggregate, ASTM C33. d) Anchor bolts ASTM A-307 headed machine bolts. 3. Concrete shall develop 28 -days minimum compressive strengths of 2,500 PSI. 4. All exposed exterior concrete shall contain the proper admixtures to obtain 5% to 7% Air Entrainment. 5. Contractor shall submit three copies of the mix design for review. Concrete mixes shall be designed and tested by a testing laboratory. The mix design shall establish the quantity of all ingredients including water to produce concrete of the required strengths, slump and durability. 6. Reinforcing Steel: a) All reinforcing steel shall be ASTM A615 Grade 60. b) Where welding of rebor is required by these drawings, steel shall be pre-heoted or steel grade 60-W, ASTMA706 shall be used. c) All welded wire mesh reinforcing shall be ASTM A185 cold drawn wire. Lap 1 mesh spacing minimum at all splices. d) Bars marked continuous and all vertical steel shall be lapped 48 bar diameters of splices LON on the drawings. e) Vertical bars shall be doweled to supporting members with the some size and spacing of reinforcement shown in the drawing or general notes. f) Ali reinforcing in grade beams shall be continuous.' Lop top steel at midspon. Lap bottom steel at supports. g) Splices shall be 48 bar diameters or 30 inches whichever is greater UON. Stagger bottom splices at least 5'-0" from splices in other bottom reinforcement, stagger splices for top reinforcement similarly. h) Clear distance between parallel reinforcement in a layer shall not be less than 1-1/2 times the diameter of the reinforcement, or 1-1/3 times maximum size aggregate, nor less than 1-1/2". i) Tock welding, welding, heating or cutting of bars is not -permitted LOW j) All reinforcing bars shall be in the correct place, tied and secured prior to concrete placement. Use choirs, spacers and sand plates as required. 7. Execution: o) All concrete is reinforced concrete unless specifically called out as "Un reinforced". Reinforce all concrete not otherwise shown with some steel as in similar sections or areas. b) At all openings in concrete walls and slobs, add 2-# 5 bars (opening dimension plus 60 bar diameters long) at each of the four sides and 2-#5 X 5'-0" long diagonally at each of the four corners. 8. Standard concrete cover of bars unless otherwise noted shall be: a) Where earth formed: 3 inches. b) Board formed then permanently exposed to earth or weather: 2 inches. c) Slobs not exposed to earth or weather: 1 inch. d) Beams and columns not exposed to earth or weather: 1-1/2 inches. e) Others: 2 inches. 9. Slump shall not be more than 4 inches. 10. Water/Cement ratio shall not exceed 0.45. 11. All concrete shall be consolidated with mechanical vibrators. 12. The unit of pour for foundation walls and footings shall not exceed 80 linear feet in any one direction. Construction joints shall be doweled and keyed. 13. Construgtion joints in beams, slabs, and grade beams shall occur at middle one third of the span. Provide (1) 2X4 inch horizontal key per foot of depth at construction joint. Location of joints to be reviewed by the Engineer. Wait 48 hours between placements. 14. Location of control, expansion and construction joints shall be approved by the Architect/Engineer. 15. Coordinate concrete work with architectural drawings and specifications for any architectural finished concrete, recessed area, embedded items, or special control joint patterns. 16. No Aluminum or galvanized steel items shall be embedded in concrete. 17. All exposed edges not in contact with masonry mortar shall be beveled 3/4 inch. 18. All concrete work shall be cured and maintained above 50 degrees Fahrenheit for at least seven days according to the Standard Practice for Curing Concrete, ACI 308, ACI 318 and as approved by the Engineer. 19. When air tempie?ature is above 80 degrees Fahrenheit, Hot Weather Concreting, ACI 305R shall apply. When the average air temperature is below 40 degree Fahrenheit, Cold Weather Concreting, ACI 306R shall apply. 20. Reference the specifications for additional requirements. PERMIT # E -�VLwf-fVltNf SERVICES REVIEWED FOR a CODE COMPLIANCE DATE / � BY __Vw 7-(R" Structural details for this oroiect are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must all dimensions before fabrication or construction. Do not scale Structural w Engineering, i w I nc. w.structurei.com P Klamath Falls Office 250 Mo. Klamath Falls, Oregon 97601 o Phone: (541) 950-6300 - Fmc (541) 850-6233 W 'nfoOstruclurel.com Medford Office O a36 Mason Way o Medford OR. 97501 n Phone: (541) 858-8500 = For. (541) 776-4663 in four d®s truc lurel.com z Licensed m: - Am- Montoro ezMomu Nebraska Colorado Nevada = Mond. Oregon 5 "a, an Penroylvama o ldaho 'Utah o,w vegmu Kangas wasluny: M195avn wy-9 W o (,OnStr l Ty�pes: - Ew uge= 5w_I Ga Bal . sc.aw e. fiambm. ing. 7,mberM'ovd. SrnCvai F Ins�Aatrd 5-1.. C O Masonry, 5teel.0 ere. M-9 Itome>/Faaary B'al[ 1CF -1 ran e- ,shop. 0 ICPIor P-0-1. Protect: 0 0 40%80X14 Scott Metal w Storage Building 0 b o Butte County, CA W Owner: ` D. Scott G 0 z Stamp: W 0 0 x r KEV1510N5: o MARK ATE: BY: q 0 a z z DRAWN BY: F.C. z DS. BY: VIK CHK BY: N.T. 0 DATE: 10.28-201. ° PROJECT #: Strat-0 215-2 i S2 TITLE: o GENERAL NOTES o PAGE NO: i T sl STRUCTURAL GENERAL NOTES - APPLICABLE TO -ALL CONSTRUCTION UNLESS OTHERWISE NOTED ON THE PLANS G. SLAB -ON -GRADE: 1. See "Concrete" and "Foundation notes above for additional requirements. 2. Concrete mix: a) Slump shall not be more than 3 inches. b) Nominal maximum size of aggregate shall be 1 inch. c) Use concrete additive to inhibit moisture transmission through the concrete slob. 3. Prior to placing concrete, prepare and compact the sub -grade and sub -base per contract document. 4. If vapor barrier is not used, dampen the sub-grade/'sub-base by spraying water before concreting. 5. Finishing Slabs: a) Do not directly apply water to slab surface or dust with cement. b) All methods, techniques and equipment shall be as recommended in ACI 302.11R. c) Screeding: Strikeoff to required grade and with surface tolerances indicated. Verify conformance to surface tolerances. Correct deficiencies while concrete is still plastic. d) Bull Floating: Immediately following Screeding, bull float or dorby before bleed water appears to eliminate ridges, fill in voids, and embed coarse aggregate. Recheck and correct surface tolerances. e) Do not perform subsequent finishing until excess moisture or bleed water has disappeared and concrete will support either foot pressure with less than 1/4 inch indentation or weight of power floats without damaging flatness. f) Final floating: Float to embed coarse aggregate, to eliminate ridges, to compact concrete, to consolidate mortar at surface, and to achieve uniform, sandy texture. Recheck and correct surface tolerances. g) Troweling: Trowel immediately following final floating. Apply first troweling. with power trowel except in confined areas, and apply subsequent trowelings with hand trowels. Wait between trowelings to allow concrete to harden. Do not overtrowel. Begin final troweling when surface produces o ringing sound as trowel is moved over it. Consolidate concrete surface by final troweling operation. Completed surface shall be free of trowel marks, uniform in texture and appearance, and within surface tolerances specified. 6. Slob surface tolerances: a) Achieve flat, level planes except where grades are indicated. Slope uniformly to drains. b) Troweled finishes: Achieve level surface plane so that depressions between high spots do not exceed 1/4 inch, using a 10 -fool straightedge. 7. Provide sawn floor slob control joint where shown on plans. Where not shown, limit maximum spacing between control joints to 15 feet for indoor slabs, 8 feet for outdoor driveway and 5 feet for sidewalks. 8. Saw cuts shall be made immediately after final finishing without dislodging aggregate. 9. Joint fill for control joint: a) Use elostomeric sealant for areas where no vehicle traffic exists. b) Use semi-rigid epoxy where vehicle traffic exists. 10. At expansion joint, use pre molded fiber joint material, then use joint filler as described above. H. CONTROL AND EXPANSION JOINTS 1. All joints in slab -on -grade shall be located as shown on drawing or as approved by the Architect/Engineer. Sealant shall be installed in accordance with specifications and approved by the Architect/Engineer. I. FROST DEPTHS (FD): As per local building deportment J. COLD FORMED STRUCTURAL FRAMING (LIGHT GAUGE STEEL): 1. GENERAL a. The structural framing and its installation shall meet the following standards: 1. American Iron and Steel Institute (AISI) "Cold Formed Steel Design Manual", latest edition. 2. American Society for Testing and Materials (ASTM) Standard C-955 - Standard Specification for Load Bearing (Traverse and Axial) Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application Of Gypsum Board and Metal Plaster Bases. 3. ASTM Standard C -1007 -Standard Specification for Installation of Load Bearing (Traverse and Axial) Steel Studs and Related Accessories. b. Manufacturer of Light Gouge Framing: 1. Company specializing in fabrication of structural framing components with five years minimum experience. 2. Certified by the Light Gage Structural Institute, meeting current Inspection Guidelines. c. Temporary bracing shall be provided until permanent bracing has been installed. d. Punchouts, Cutting, Notching, and Hole Stiffening Flanges of joists, studs, headers, and other structural members shall not be cut or notched without on approved design. Web holes closer than 12 inches from center of hole to joist bearings, shall be reinforced with a solid steel plate, stud, joist, or track section of an equivalent thickness to the member it reinforces, provided that the following limitations are met: " 1. The depth of the hole (across the web) does not exceed half the depth of the web, and 2. The length of the hole (along the web) does not exceed 4 inches or the depth of the web, whichever is greater. Reinforcement shall extend at least l inch beyond all edges of the hole and shall be attached to the web with #8 screws (minimum) spaced no greater than 1 inch on center along the edges of the reinforcement. 3. Unreinforced punchouts in webs of structural members shall not exceed 1-1/2 inches wide x 4 inches long located along a the centerline of the web at a minimum center to center spacing of 24 inches. e. The framing members shall hove ends squarely cut by shearing or sawing, be installed plumb, square, true to line and securely fastened per the contract documents or approved connection details. f. Submit shop drawings and product data. Indicate on shop drawings component details, framed openings, anchorage, loading, a type and location of fasteners and accessories or items required for other related work. j 2. MATERIAL a. The cold -formed structural framing and accessories shall be manufactured from structural quality steel having minimum yield strength of 50 KSI, for all design thickness' and have minimum protective coating equal to G-60 galvanized finish (ASTM A653M-95, Z180). The steel shall conform to one of the following ASTM Standards: ASTM A653. b. Structural framing members shall conform to ASTM C955 and hove engineering properties calculated in conformance with the _ AISI "Cold Formed Steel Design Monuol", latest edition. c. Load bearing steel framing members shall hove a legible label, stomp, stencil, or embossment, at a minimum of 48 inches a on center, with the following information as a minimum: W 1. The manufacturer's identification. ` J 2. The minimum uncoated steel thickness. 3, Minimum yield strength in kips per square inch. _ e 4. "ST" for structural members. 0 5. Metallic coating weight (mass). J. COLD FORMED STRUCTURAL FRAMING (LIGHT GAUGE STEEL): 3. FASTENERS AND CONNECTIONS a. All fasteners shall be installed according to the manufacturer's approved product evaluation report [ICC approval). .b. Refer to fastener schedule and sheorwall schedule per plan. c. Screws 1. All screws shall be o minimum size of #8 unless otherwise specified. All screws shall be corrosion, resistant and shall be spaced such that the minimum center -to -center or edge distance of three screw diameters is maintained. Self in -drilling topping screws shall conform to SAE -J78. A minimum of three exposed threads shall extend through the supporting steel member. Screws shall penetrate individual components of connections without causing permanent separation between the components. Screws shall be installed in a manner such that the threads or holes are not stripped. Head styles, threads, and point types for screws shall be selected based on application conditions and manufacturer recommendations. 2. Screw Diameter Size Guidelines Based on Total Thickness of Steel. For SI: 1" = 25.4 mm.ore in 1. Greater thickness' are possible, consult screw manufacturer. 2. Self -drilling trapping screws ore required when total thickness of steel exceeds 0.033 inches. Sharp point screws are acceptable for steel thickness' of 0.033 inches (0.84 mm) or less. c. Bolts shall meet or exceed the requirements of ASTM A307. Bolts shall be installed with nuts and washers. Center to center spacing of boll holes, connecting sheet metal material to concrete, shall be o minimum of three bolt diameters. Distance from the center of the bolt hole to the edge of the connecting member shall not be less than 1-Y2 bolt diameters. Bolt hole diameter shall not exceed the bolt diameter by more than 1/16 inch. d. Using pneumatically driven pins to attach floor, roof, and walls. Structural sheathing are allowed, provided: 1. Pin diameter shall be 0.10 inch or more.. 2. Pins shall penetrate the steel framing a minimum of 1/4 inch. 3. Minimum distance between pins and panel edges shall be 3/8 inch. 4. Use adhesive between sheathing and joists. 5. Submit manufacturers design values for approval to the engineer of record. 4. SECTION DESIGNATION AND PROPERTIES: THE Right STUFF: Universal Designator System for Light Gauge Steel Framing Members The Right STUFF will identify any common light gouge steel framing member using: Web Depth (D), expressed in Xooth inches. Flange Width (B), expressed in Xooth inches. Minimum Base Metal Thickness (T), expressed in mils (Y000th inches), and the following designators, S =Stud or Joist Sections with Flange Stiffeners (C -Shapes) T = Track Sections U = Cold -Rolled Channel or Channel Studs (w/o Flange Stiffeners) F = Furring Channels FLANGE WIDTH, B p F -f- o. C -SECTION FLANGE WIDTH. s `I req 7,T o. o q 7 -SECTION FLAN GE WIDTH,D O �W U=Cold-Rolled Channel or Channel Studs (w/o Flange Stiffeners) EXAMPLES: Designation for a 5-Yz"-16 gauge C -shape with 1-%" Flanges and Y2" stiffening lip = 550S162-54 550 S 162 -54 Minimum bas metal thickness in mils (.054in = 54 mils) 1-%" flange in Xooth inches Stud or joist with flange stiffeners 5-Y2" member depth in Xooth inches (outside to outside dimension) Designation for o 3-Yz"-20 gauge Track with 1-Y4"flanges = 350T125-33 350 T 125 -33 Minimum bas metal thickness in mils (.033in = 33 mils) 1-Y4" flange in Xooth inches Track section 3-Y2" member depth in Xooth inches (inside to inside dimension) PERMIT # a16 -W) BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY40 details for this oroiect are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not Precision Structural W Engineering, z W Inc. J ww.slructurel.cam Klamath Falls Office b250 Main Klamath Falls, Oregon 97601 o Phone: (541) 850-6300 Fox: (541) 850-6233 u mfo-ructurel.com Medford office 0 836 Mason Way zo Medford OR. 97501 Phone: (541) 858-8500 Fax: (541) 776-4663 G[fomd®s lruclur el. com w Licensed in: t- Ar,mna Mon.a[a Caldornu Nebraska ' Cdarado Nevada Rand. Oregon F . ennsylva - 5 Idaho Uah i Iowa vugwa Kansas Wasfu[gbn M.ssoun wyo[m[g w Construction Types: a lgln Gauge s[ed. 5- aalp. Bamboo. tui. T,mb waod. 5[vvca1 2 IroW[W 5-'.iIPs. Mod:d 9 (FBM ). a¢rry 5bo ICF - (PBh ). Coffee 5ho7. ICF etc. C,mmeroal o' � Rndrn[,I. F Project: 0 40x8Ox l4 = Scott Metal W Storage "= Building 0 0 z " Butte Counly,CA 0 [i z Owner: W D. Scott Stamp: u 0 c 0 REVISIONS: z`o MARK ATE: BY: q 0 0 z DRAWN BY: F.C. W DS BY: VIK CHK BY: N.T. DATE: 10-28-201 8 PROJECT #: z Strat-O 215-2 TITLE: GENERAL NOTES PAGE NO �slx Normal Diameter Total Thickness of Steel Screw Size (inches) (inches) 1,2 #6 0.138 Up to 0.110 #8 0.164 Upto 0.140 #10 0.190 Up to 0.175 #12 0.216 Up to 0.210 For SI: 1" = 25.4 mm.ore in 1. Greater thickness' are possible, consult screw manufacturer. 2. Self -drilling trapping screws ore required when total thickness of steel exceeds 0.033 inches. Sharp point screws are acceptable for steel thickness' of 0.033 inches (0.84 mm) or less. c. Bolts shall meet or exceed the requirements of ASTM A307. Bolts shall be installed with nuts and washers. Center to center spacing of boll holes, connecting sheet metal material to concrete, shall be o minimum of three bolt diameters. Distance from the center of the bolt hole to the edge of the connecting member shall not be less than 1-Y2 bolt diameters. Bolt hole diameter shall not exceed the bolt diameter by more than 1/16 inch. d. Using pneumatically driven pins to attach floor, roof, and walls. Structural sheathing are allowed, provided: 1. Pin diameter shall be 0.10 inch or more.. 2. Pins shall penetrate the steel framing a minimum of 1/4 inch. 3. Minimum distance between pins and panel edges shall be 3/8 inch. 4. Use adhesive between sheathing and joists. 5. Submit manufacturers design values for approval to the engineer of record. 4. SECTION DESIGNATION AND PROPERTIES: THE Right STUFF: Universal Designator System for Light Gauge Steel Framing Members The Right STUFF will identify any common light gouge steel framing member using: Web Depth (D), expressed in Xooth inches. Flange Width (B), expressed in Xooth inches. Minimum Base Metal Thickness (T), expressed in mils (Y000th inches), and the following designators, S =Stud or Joist Sections with Flange Stiffeners (C -Shapes) T = Track Sections U = Cold -Rolled Channel or Channel Studs (w/o Flange Stiffeners) F = Furring Channels FLANGE WIDTH, B p F -f- o. C -SECTION FLANGE WIDTH. s `I req 7,T o. o q 7 -SECTION FLAN GE WIDTH,D O �W U=Cold-Rolled Channel or Channel Studs (w/o Flange Stiffeners) EXAMPLES: Designation for a 5-Yz"-16 gauge C -shape with 1-%" Flanges and Y2" stiffening lip = 550S162-54 550 S 162 -54 Minimum bas metal thickness in mils (.054in = 54 mils) 1-%" flange in Xooth inches Stud or joist with flange stiffeners 5-Y2" member depth in Xooth inches (outside to outside dimension) Designation for o 3-Yz"-20 gauge Track with 1-Y4"flanges = 350T125-33 350 T 125 -33 Minimum bas metal thickness in mils (.033in = 33 mils) 1-Y4" flange in Xooth inches Track section 3-Y2" member depth in Xooth inches (inside to inside dimension) PERMIT # a16 -W) BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY40 details for this oroiect are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not Precision Structural W Engineering, z W Inc. J ww.slructurel.cam Klamath Falls Office b250 Main Klamath Falls, Oregon 97601 o Phone: (541) 850-6300 Fox: (541) 850-6233 u mfo-ructurel.com Medford office 0 836 Mason Way zo Medford OR. 97501 Phone: (541) 858-8500 Fax: (541) 776-4663 G[fomd®s lruclur el. com w Licensed in: t- Ar,mna Mon.a[a Caldornu Nebraska ' Cdarado Nevada Rand. Oregon F . ennsylva - 5 Idaho Uah i Iowa vugwa Kansas Wasfu[gbn M.ssoun wyo[m[g w Construction Types: a lgln Gauge s[ed. 5- aalp. Bamboo. tui. T,mb waod. 5[vvca1 2 IroW[W 5-'.iIPs. Mod:d 9 (FBM ). a¢rry 5bo ICF - (PBh ). Coffee 5ho7. ICF etc. C,mmeroal o' � Rndrn[,I. F Project: 0 40x8Ox l4 = Scott Metal W Storage "= Building 0 0 z " Butte Counly,CA 0 [i z Owner: W D. Scott Stamp: u 0 c 0 REVISIONS: z`o MARK ATE: BY: q 0 0 z DRAWN BY: F.C. W DS BY: VIK CHK BY: N.T. DATE: 10-28-201 8 PROJECT #: z Strat-O 215-2 TITLE: GENERAL NOTES PAGE NO �slx ROOF METAL DECK PER PLAN , or,:DG GE ROOF METAL R12 SCREW R12 X 2- LONG e PANEL PER PLAN PER R1/THIS SHEET SCREW. 2 X 2- AT EACH RIB URLIN PER PLAN EAD SJPER SEALER PTRUT PER PLAN SCREW PER THIS SHEET OR MR PLAN PA PLAN K FNQSTION E DECK EDGE PARALLEL YPICAL PANEL TO RIR ATFNDLAP � - nTYPICAL ROOF PANEL FASTENING DETAILS NTS 3'-0'' 2}'� 9' � 2' t 9' 2' � 9' 2 1/2- #10 / 2"R10 11 J' LONG SCREW AT GIRT LOCATIONS, TYP. (24' O.C.) A ANF1 END FAST N R D TAI S ,V 3'-0' 2Y2 � I'_0' V-0, _0 � 9 i/2' ,INTERMEDIATE FASTENER DETAILS - TYPICAL WALL FASTENER PATTERNS @ SIDE WALLS NTS SEALER ROOF TAPE ON PANEL (TYP) WETSIDE (� SIDELAP DETAIL I' 3'-0' 2Y2 9' _+ 2• t 9' t_2• t�JL1011111 9' 21/2- 1101 1/2 AT GIRT LOCATIONS. TYP. (24O.C.) yA AND END FASTENER DETAILS u R10 X 1 a• LONG 3'-0' STITCH SCREWS "YF1 -D' 1'-0' 9 1/2• AT GIRTS ONLY ,INTERMEDIATE FASTENER DETAILS TYPICAL WALL FASTENER PATTERNS F_�@ END GABLE WALLS 3'-0' NET COVERAGE 1'-D' 2�Z�. II'' 4' 4- I 4' I R12 X 2- LONG SCREW, TYP. AT PURLIN LOCATIONS. r<�TYPICAL ROOF FASTENER PATTERNS NTS Precision Structural Engineering, Inc. ww.slruclurel.com Klamath Falls Office 250 Main Klamath Falls, Oregon 97601 Phone: (541) 850-6300 Far: (541) 850-6233 infoOstructurel.com Medford Office 836 Moson Way Medford OR. 97501 Phone: (541) 858-8500 For: (541) 776-4663 in fomd®slructur a 1.com Llcen5ed m: Anzona Mon'aw Cshf_ Nebraska C.1—do Neuada Flonda Oregon Hawan . -neyl— Idaho Utah lows Vngwx Kansas Wa5Mngton MAloun Wyomrke Construction Types: lyM Gauge 5u:d. scow Bala. Bambm, log. T,mberMocd. 5uv 1 InlWrted Pane1551Ps. Malony, Steel, C__. MzW,, nom 51F,6ay BW[ H—.9I Fen I. Cos. SMry. ICP etc. Canx,erml v Rod_I. Project: 40x80x14 Scott Metal Storage Building Butte County, CA I Owner: D. Scott Stamp: DRAWN BY: F.C. DS. BY: VIK CHK BY: N.T. DATE: 10-28-2015 PROJECT #: Strat-0 215-2 TITLE: WALL& ROOF PANEL SCREW DE'TLS 8 FOOTING DETAILS PAGE NO: s1.2 Steel posts per plan. (2) J• Dia. stainless steel , Dio. through bollsArom column - anchor bolt. Min 12' embed to into concrete'Total 2 anchors. WT 6' X3' X4' X)' .. one for eoch column, typ. upside down 'T' Plate. r FINISHED GRADE FINISHED GRADE - Steel posts per plan. • �' Dio •C . Channtl. Fasten ' - J' Dia. anchor bott. Min 12' embed to concrete with )' Dia —ADD1 N4 BARS N%TH anchor boll, Min IV embed into concrete.Total 2 anchors. confo bolts ® 2'-0' o.c. .. 4' STANDARD HOOK Main frame Steel posts into cancrele.Tolol 2 anchors. one for each column, 1y9. min 12• embed into concrete. • ' _ EACHENDRIGHTAND 4'-a LEFTOFCOLUAfN per plan• one for each column, typ. (4) wal Tek screws ' . =;Q= (ro �• Dia. stainless sle - I 4 canlro rile the end II columns to 'C' /7 .'' . (FOUR TOTAL AT +.b ' EACHCOLUAfN, TYP) through bolls from columns 9 to "T•, lyp. <omq Dar riUro 1 s lop 8 0l sten xaa, 119. R4 coetroar bottom Channel. y /3 `iJ,l3/ 93 Q9.O.C.SITRRUPS Lean frame Steel posts' ithi comq bar ,Uro Ue ;�:4a WT 6' X3' X4 XJ' per plan.. lap 8 of stem •oa, typ. . upside down 'T., Plate. 9' Sandwiched between columns, typ. ' 8' min from earth .'E • j--6 VERTICAL 8* min from earth E E p5 BARS ' - - x R4 ®24' o. with ®4 ®48' o.c. _ Z E R4 ®24' o.c.� in corner bar _ - a wilh typ. O ". E (-z1LEAN TO COLUMN FOOTING DETAIL u corner Dor, `E Ra ®48• o. typ. ac., �• :4- ✓E/ /v^ eo D. x� ` a•�- •• `y - w- R4 continuous B. I 4 continuous with corner bars CMS�P • - ith corner bars u CAL1To 8",typ• nj n 4._O. PERMIT �7X'r --?I FOUNDATION DETAILS BUTTE COUNTY DEVELOPMENT SERVICES FOUNDATION OANTS DETAILS OO NTS REVIEWED FOR COMPLIANCE DATE�a-(� �CODDE BY Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must Verify all dimensions before fabrication or construction. Do not scale drawing Precision Structural Engineering, Inc. ww.slruclurel.com Klamath Falls Office 250 Main Klamath Falls, Oregon 97601 Phone: (541) 850-6300 Far: (541) 850-6233 infoOstructurel.com Medford Office 836 Moson Way Medford OR. 97501 Phone: (541) 858-8500 For: (541) 776-4663 in fomd®slructur a 1.com Llcen5ed m: Anzona Mon'aw Cshf_ Nebraska C.1—do Neuada Flonda Oregon Hawan . -neyl— Idaho Utah lows Vngwx Kansas Wa5Mngton MAloun Wyomrke Construction Types: lyM Gauge 5u:d. scow Bala. Bambm, log. T,mberMocd. 5uv 1 InlWrted Pane1551Ps. Malony, Steel, C__. MzW,, nom 51F,6ay BW[ H—.9I Fen I. Cos. SMry. ICP etc. Canx,erml v Rod_I. Project: 40x80x14 Scott Metal Storage Building Butte County, CA I Owner: D. Scott Stamp: DRAWN BY: F.C. DS. BY: VIK CHK BY: N.T. DATE: 10-28-2015 PROJECT #: Strat-0 215-2 TITLE: WALL& ROOF PANEL SCREW DE'TLS 8 FOOTING DETAILS PAGE NO: s1.2 d 0' 0" 12' 1� 12 31S1.2ETYP' vtrsNn i ff W. V • --I — - - TYP. BUTTE COUNTY DEVELOPioENT SERVICES REVIEWED FOR CODE COMPLIANCE.` DATE �� w btructural members only were includ in this structural review/design. Non-structural members are NOT inclu End wall columns flush with edge of concrete. (riot to scale) ' ideinv all columns fTe: 6" in from the edge of concrete. 5" Fasten all columns ',Arith 8 3 2" foundation bolts. Rxtet�d r-oits 11/2" aboLre concrete. Min. 12" embedment into cone. Fasten G" Cee (G' side doom) to concrete with confa bolts 3' o.c. Fasten end columns to 2.5' Mange of Cee with 4 - 3f4" tek 4 screws. Also attach b ace Ce e itl 40' ends vvit11 8" x 13 "' foundation bolts near columns. Min. 12" embedment into conc. Equ al distancc from four c orn ers 4Ox80 (89' 5 5116") indicates building is square. Des ,cpi L oa s 2�0 ro-of lice load t=} deadlotid 110 ULT witd design .40'x80'x14' w 1Vx69`x1Z/8lend! to Scott Jo b SHEET 2 Cable bracing for "Span Master" All Steel Buildings "X" brace one bay near the center of the building . In the walls attach an eyebolt to the predrilled holes in the columns. Four separate cables are used in the walls. Use the hillside washer (angle cut short piece of pipe) behind the eyebolt. Run at angle down to adjacent post and attach with eyebolt assembly. Double clamp all ends of cable and one cable clamp where cable crosses forining "X". loo, l/8" cable 8 3/8" eyebolts WIND LOAD with welded ends 18 1/8" cable clamps 8 hillside washers 1/8" cable bracing on left side of building same as right side, not shown. column nut ---i flat washer/ hillside washer "__� 3/8"x6" eyebolts double cable clamp cable CR PANEL PRODUCT INFORMATION NOTE: REFER TO S1.2 FOR WALL & ROOF PANEL SCREW DETAILS 36NET COVERAGE 12' IM 1 Von s 4' 4' 4. 3 6/64' 1 3/8' I• 11 .. PERMIT t1 BUTTE COUNTY DEVELOPMENT >S_KvICES CALIfO REVIEWED FORt. CODE COMPLIANCEStructural members only were included DATE�(7� a By •. in this structural review/design. Non-structural mtmbers are NOT included. puilpybulid/n crinca1699/ SHEET 3 _._.._.__......_-------------- VW-5 - .;...:.............-.......__.._._...._.._........_.__...._.._=....._..........._....._....._._..__ 8.._.v_..�._�._d:_.�..j�.....� -s-...�_..��__.£....._.......:_.._._..................__.........._..._................._......_............_:..--...._._........... ... ...... _.... ..... ...._ _._._.... Marie Stratmann. Ph. 800/851-4550 Y1v-5 79w(m5a,&eme.L62230 fax 618/526-2584 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT S SECTION PROPERTIES WIND LOAD LIVE LOAD (STRESS) MATERIAL .4' 5' 6' L s; I, s� PANEL FY Fe , THICKNESS WEIGHT GIRTH tul.'fFT.j tVVfFT.j (PL•!FT•) IPI.'/FT.I -TOP FLAT IN COMPRESSION BOrrO)A FLAT PI COMPRESSION. GAUGE (PSI) (PSI) (IN.) (PSr) (IN.) 29 80,000 30,000 .0170 .82 41.56 .0351 .0336 .0320 ..0370 28 80,000 30,000 .0198 0.98, 41.56 .0423 .0408 .0383 .0434 2d 50,000 30,000 .0258 1.25 41.56 .0575 .0571 .0521 .0576 22 50,000 30,000 .0318 f 1.`54 41.56 .0702 .0742 .0659 ,. .0716 11 .. PERMIT t1 BUTTE COUNTY DEVELOPMENT >S_KvICES CALIfO REVIEWED FORt. CODE COMPLIANCEStructural members only were included DATE�(7� a By •. in this structural review/design. Non-structural mtmbers are NOT included. puilpybulid/n crinca1699/ SHEET 3 _._.._.__......_-------------- VW-5 - .;...:.............-.......__.._._...._.._........_.__...._.._=....._..........._....._....._._..__ 8.._.v_..�._�._d:_.�..j�.....� -s-...�_..��__.£....._.......:_.._._..................__.........._..._................._......_............_:..--...._._........... ... ...... _.... ..... ...._ _._._.... Marie Stratmann. Ph. 800/851-4550 Y1v-5 79w(m5a,&eme.L62230 fax 618/526-2584 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT S 11 .. PERMIT t1 BUTTE COUNTY DEVELOPMENT >S_KvICES CALIfO REVIEWED FORt. CODE COMPLIANCEStructural members only were included DATE�(7� a By •. in this structural review/design. Non-structural mtmbers are NOT included. puilpybulid/n crinca1699/ SHEET 3 _._.._.__......_-------------- VW-5 - .;...:.............-.......__.._._...._.._........_.__...._.._=....._..........._....._....._._..__ 8.._.v_..�._�._d:_.�..j�.....� -s-...�_..��__.£....._.......:_.._._..................__.........._..._................._......_............_:..--...._._........... ... ...... _.... ..... ...._ _._._.... Marie Stratmann. Ph. 800/851-4550 Y1v-5 79w(m5a,&eme.L62230 fax 618/526-2584 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT WIND LOAD LIVE LOAD (STRESS) LIVE LOAD (DEFLECTION) .4' 5' 6' 7' 8' 3' 4' S' e' 7' 3' 4' 29 77 49 34 25 19 103 58 37 26 19 F 103 - 58 37 26 90 58 40 29 23 121 68 43 30 22 121 68 43 2 24 119 76 53 39 30 160 90 58 40 .29 160 90 5 2. 22 149 95 66 49 - 37 199 112 72 50 37 199 112 7 8 - 11 .. PERMIT t1 BUTTE COUNTY DEVELOPMENT >S_KvICES CALIfO REVIEWED FORt. CODE COMPLIANCEStructural members only were included DATE�(7� a By •. in this structural review/design. Non-structural mtmbers are NOT included. puilpybulid/n crinca1699/ SHEET 3 _._.._.__......_-------------- VW-5 - .;...:.............-.......__.._._...._.._........_.__...._.._=....._..........._....._....._._..__ 8.._.v_..�._�._d:_.�..j�.....� -s-...�_..��__.£....._.......:_.._._..................__.........._..._................._......_............_:..--...._._........... ... ...... _.... ..... ...._ _._._.... Marie Stratmann. Ph. 800/851-4550 Y1v-5 79w(m5a,&eme.L62230 fax 618/526-2584 - S1.2 16'0„ 16'0„ 1.6'0„ 16'0" 16'0" this 80' wall open O • O il.Fr. 12'0" / 2 }= �� Lean to A_ -'AN ��ov o ,a this 80' wall closed 3: c, 12`10" double 8" main ' column (typical) - '{ W 14'w "T" base angle fits behreen double column. C1 x! `J c= Base angle bolts to two �—• 1 4'4" 12'h 1111 = - lower bolts holes near outside ofcolumn_ Q� 40' 0" f.o L e Usconmain columns C only - notend columns. 0 !REFER TO ca - Sheet 2, typ. S O =s '- In endw ails field drill 1/2" Q) wed jet foundation bolts �o P V thru base Cee into ' -- concrete. 12'10" 3" }:t REFER TO 2 2 T Sheet 2, typ. this 80' wan open 6" a � SSS End wall columns flush with edge of concrete. (not to scale) Sidewall columns are 6" in from the edge of concrete. Fasten main colunms with 5/8" ' 13 1/2" 1 foundation bolts. Extend bolts 1 1/2" above concrete. Min 12" embedment into concrete Fasten 6" Cee (6" side down) to concrete with confa bolts 3' o.c. Fasten end- columns to 2.5" flange of Cee with 4 - 3/4" tek 4 screws. Also attach bace Cee in 40' ends wit 5/8" 13 1/2" foundation bolts near columns. Min 12" embedment into concrete Equal distance from four corners 40x80 (80' 5 5/16") indicates building is square. Design Loads Ultimate wind speed = 110mph Roof Live Load = 20 psf Dead Load = 7 psf _- -Lean to B 12'0' — Gr 2„2, REFER TO C� p Sheet 2 Uolu n La'%ToUt o r - F CALI�Q 401 x Ci► ®' x REFER TO REFER TO Structural members on y were includ Sheet.38t4/ SHEET T - #7 in this structural review/design. w/12'x60'X12/8 lean to S 1.2 1�0/uilcural memrsr"n?r� IT inclu d. D o �'.®��e D� ��. Floo anoxPiers ulder lean.PERMIT BUTTE COUNTY DEVELOPMENT SERVICES WED....EOR...- :.:.........._.._.:..--:- -- �._...-.._._........._..-- - - CODE COMPLIANCE: - SHEET 4 _ _ ,QATE (0'''(� BY4Mti�� Cross Section/Span Master, ...Design Loads . 1/4" x 7" x 24" flat plate sandwiched • : IMPORTANT: ^Bolt holes are slightly oversized. D.. Scott Job Ultimate wind speed =,11 Omph beriveen double rafter with 1/2" f' . Before tightening bolts the 9 1/4" measurement will - • Roof Live Load = 20 psf , - Diam A-307 Bolts, 24 total give you close to a 4-12 slope. Double checking the 16 bay spaci»g Dead Load = 7 psf sheeting s ' 2` - r 9.25': ' • �_ _. .. 40 x 14'/ Heavy Design skylight . <. 12 Fra>m.e line 2, 3, 4, 5, 6 - 4 detail sheet ' ~ t - 6)) «Z» - 16' sheeting /roof.gurlin = - 6 C with double% sV3-12 slope. a i.s=z." - _ — __i7-. a:. - Fav f• �r tit ., __.^].. __-c- ._=-.T.v+ :�. .z ...-. ..-_ .,: ..t.:_._...:..-�- ,.,__.�-n _ _ _ _ - v.- y �1 •h? - - f-:' =�'- � ��]: `l--:�-f_.... T.- 15-0" typ t Fig` - .2te;. r Field drill vein rafters at - - �:3 - • r 7 an le -fasten heft ` .. ,,.... ..^r: _..1 _.__�._ _ � - --"-Qtr•°--:.-,_ 3 x3 x -- • /4 a 7 2 flat plate ,..< :.-.•:-. _ _ ,,.. ,t_- :..._-forhvo f this p 3/4 bolts�at each endo - - - - - - ----- - - - = -�_--rte - sandwiched between double - - - - - �= =- - --- a: - _ - 3'+�- - IEflan e br. - column an double rafter with __- ;�`o ,, � � 1/2" Diam A-307 Bolts 24 totals= _ r » 40 0. here insures a 4-12`roof slope w _ _ • .01 K. 0 1 aPPly bolts rri' bolt •. _ 8 2,3/4" T yp, Isles that are colored black.' '- `='= 1/4" x 3" x 3" angle be teen. wall girt r ' ouble mnillimnattached _ �, _..,_,_._ 6„ O 1 •'• - -. - laµ =�� � . � - ' t ... � .. F - 4 with 15-tek 5 screws" each end. • �x • /- _- r �f ® 2 < �` • '` • ` PERMIT# �i'(o-(Z�Z �' i 140" ± o+ - BUTTE COUNTY DEVELOPMENT SERVICES Upsown ide d"T" WT6"x3"x4" _ = Equal measurements ' REVIEWED FOR (3.) i__: sandwiched between column. CODE COMPLIANCE fl/ E 1/4" flat . -.5 2 _ ') 1/2 foundation bolts . 2 here insure a square rt 1 a t e i1 ,building, • DATE GD ��5� g �N�l • .` 1 sandwiched _ = 1/2" bolts from column to "T"r • ` by back to - _ ' • i "Y� % 0 ca umn_ kyr ,� 5 • ° l F back double :=.y :- r .,` - K QiMOf a A "C„ column. Fill all holes ' in flat plate, 40x2)) Rafters- (Back to Back) 2 l2" x. 14" x I4 e "Cez". 12 bolts at ends per above drawing 1.2g a v2' bolts at ends per it ; some holes _ - Columns{Back to Back) _ 112" x 8'• ". above drawer 8 G3 t base angle �•.-�—�,` - in column & � _ + 11�'all girls & roofpurlurs - 21/2" x f ,' x gage Zee" attached ���tlr (3) tek 4 screws each s m rafter will _ ICnae Braces- 3" x 3" x 1/4" angle with 10" extended tab each end (15) tek 5 screws each end. T r _ 0s0 n, "r__�_ rt y - RI `a . FQf� �. - Flange Braces- 14 gageangle.atiachwith2 ()�$a ,- not be filled. tek 5 scre��� each end. 2 tek 4 screws each end. 46 {; L .OBD-.. � �{ _ 3 �. _ � •. �F @�P Attach base angle to coneret c . , ti.. _ • 1 4 ` K y. with confa bolts 3 o c. t were included T . - t ,� r embers only t structural :.. - L a = ti•ra review/design. .. . '• - t + 95013 =J in the trUCtU ' • - , ' " '_ • 4�' Non-structur 11 memb rs are NOT included.' , r + r } „ • .r So- ' � . O)O)) ..-----_._.._-_-___.____..---'- _ te_"� �?c�.=�-�- 91-s-� - a:2.:: i•2.• _ _ _ � _ - - Pte.-r'---..�. _ - �:i�.,21-=-- � �.`--- �: a•c•�-� ��'T+ — _ Vii:.. �-�--"�•�,- :i �--� 'ter•._:`':-..,..<*.- �__ s-�..:.c.�--::_�.5 5--�r_ —�C "' - - -- ==� '-c �h:_=-d'`.^� -_ _- __- _,_C}'ac-,_ �+. C-��y;_ L?=•' =�_�•�--mss _'•z -?_: -__ �:1�_- • -.s.i:=_��'�£�i—�^�:�_ -- e�-•'s-�=D^.:; :�3�� _ �._ .X�``i+:}-��i �-chi --r•�. ' Yom;'== - _i_`_�-�� . - -_ -_ li=:�•'�iTi-C='. •�2r_•a•=_r:Y _-�.• �3.+:iy._� : -s �n�� '�7 I _ .. .. • _ �'� _ f � Y {4 'rm'-=�'� +'max Raisers- (Single) 2112" x 8" 12g a `Ce'. 12" bolts at ends per'above drawing. , Columns Sin e 2 ), y/ 12" x 8e `Cee 12 bolts at en above win \ gl) gao ds {.'.' ab0 dra g. Roof purl ins - 212" x 6" x 16 gage "Zee" attached Zvi th (2) tek 4 struts each end. 14 0 .� p Otily apply bolts hi bolt [ I IST I Raisers- (Single) 2112" x 8" 12g a `Ce'. 12" bolts at ends per'above drawing. , Columns Sin e 2 ), y/ 12" x 8e `Cee 12 bolts at en above win \ gl) gao ds {.'.' ab0 dra g. Roof purl ins - 212" x 6" x 16 gage "Zee" attached Zvi th (2) tek 4 struts each end. 14 0 .� - - • _ "] a {' . , i C - _ PERMIT r . a I # Z 7 BUTTE COUNTY DEVELOPMENT.SERVICES a ,o REVIEW -- ED FOR gai 2' CODE COMPLIANCE - T:l DATE_ .ffl - (� Universal end%vall trirn 70. 12 o=o_ 4 i� y�r_". �--. ac_ ��,i2i(ti_: J;c.. �F _' LY'°r-F •'-%-",s e_..��'^--` aC_� -�_ '�O =V.... .,. __ - -e. �!�S•`c _t.ly:::ri_....:.�' ter.'• :.E_ - f - - 3 '— -�� Fes•+-- rpt z _ _ llgz IV _ r ®•>0yt f� 1/4"x7"x13"flat o F, plate attach raft o f �� •. . coluirui with 1/2" oa:o bolts. TO`00'25/ -,�;=;; �` - , ter. �tr; •. �.� 3, tIS, 8301) A -, Upside down 'IT)) WT6"x3"x4" . sand,,viched between column foundation bolts. (2)-112' jam? bolts trom column to "T".'L_ O� , ' • � . ,• k � -' Z O p<�� QFC Q, - `tructural embers only were included . • ) in this s uctural review/design. i1210" - y t. -s members are NOT included. _ .....................^......_.............._.__... f p Otily apply bolts hi bolt holes that are colored black. IST 77 �4 - - • _ "] a {' . , i C - _ PERMIT r . a I # Z 7 BUTTE COUNTY DEVELOPMENT.SERVICES a ,o REVIEW -- ED FOR gai 2' CODE COMPLIANCE - T:l DATE_ .ffl - (� Universal end%vall trirn 70. 12 o=o_ 4 i� y�r_". �--. ac_ ��,i2i(ti_: J;c.. �F _' LY'°r-F •'-%-",s e_..��'^--` aC_� -�_ '�O =V.... .,. __ - -e. �!�S•`c _t.ly:::ri_....:.�' ter.'• :.E_ - f - - 3 '— -�� Fes•+-- rpt z _ _ llgz IV _ r ®•>0yt f� 1/4"x7"x13"flat o F, plate attach raft o f �� •. . coluirui with 1/2" oa:o bolts. TO`00'25/ -,�;=;; �` - , ter. �tr; •. �.� 3, tIS, 8301) A -, Upside down 'IT)) WT6"x3"x4" . sand,,viched between column foundation bolts. (2)-112' jam? bolts trom column to "T".'L_ O� , ' • � . ,• k � -' Z O p<�� QFC Q, - `tructural embers only were included . • ) in this s uctural review/design. i1210" - y t. -s members are NOT included. _ .....................^......_.............._.__... f _- 'moi== _- - - +J�.• - r:�'J.:r _ -5r -- _ - _—_ , .. - a~ 3"--s•_ __ 'tea• - :.__C_g� � =cam^;. .�' - - _ _ _ _ - _ _ -_- -_ _�'-� _ var:Frr --_:7_E.-`�J:.i—gin =a yam•. c=am; ;•-�, .. _ -_ s�`tr _ R� : ^i-�; tom•%-�: t=om- _Cross Section/Span Master - D.Scott Job 161bays 12'x- 8' Lean to Fram_ a line 2, 3, 4, 5 . - Lean to "B' PERMIT t` BUTTE COUNTY DEVELOPMENT SERVICES iversa► endwatl REVIEWED FOR • CODE COMPLIANCE " DATE 60'Z S� �iD B55 4 L_ = Tui-_. i,_ -.s �` t-L''e� e�"`_-.�-'c•.. r e ;ice-= k... 4 r �!ri`t�li: tf�'^y-���' � �..�vx�rF<* _ • ,. 1 . r " 7" x 13" flat __- "r• � :�-: . ,_ P1ate attach raft 0 .. ' column with 1/2" bolts. ' 'NA o o=o 25/ 6„ P ,� side down "T" WT6"x3"x4" hed between column. '2)5/8 foundation foundati•bolts . 2\ \ / ) bolts from column to `,T'.L -' CALiFO • I a •Sc ral members only were included this strucUfal review/design. • •Non-sctbral iiii;mbers are NOT included. F SHEET 7 12305),. .'. ..F y r, , i .l . 47 x. ; oft1J' app1}, bolts in 'bolt `. " • ..• . . ;' 14'0" , holes that are colored black" _ - - 13 rj�'N� rft _ '-i. •, � _ { .'� � - Vis. cry - Y •_ - X'! "!_ / siFj 1. PERMIT t` BUTTE COUNTY DEVELOPMENT SERVICES iversa► endwatl REVIEWED FOR • CODE COMPLIANCE " DATE 60'Z S� �iD B55 4 L_ = Tui-_. i,_ -.s �` t-L''e� e�"`_-.�-'c•.. r e ;ice-= k... 4 r �!ri`t�li: tf�'^y-���' � �..�vx�rF<* _ • ,. 1 . r " 7" x 13" flat __- "r• � :�-: . ,_ P1ate attach raft 0 .. ' column with 1/2" bolts. ' 'NA o o=o 25/ 6„ P ,� side down "T" WT6"x3"x4" hed between column. '2)5/8 foundation foundati•bolts . 2\ \ / ) bolts from column to `,T'.L -' CALiFO • I a •Sc ral members only were included this strucUfal review/design. • •Non-sctbral iiii;mbers are NOT included. F SHEET 7 12305),. .'. ..F y r, , i .l . 47 1, r5 -4 n !ri• :e 17 : '- End rafters- 2 1/2". x 6" x 16 gage "Cee" ; F tz i�' to' :9' Columns -2" x6'1/4" x 14 gage channel 9' to' ii: ia' she ting 1 yout i Wall gifts 2 1/2"- x 6" x 16 gage "Cee" 6 114 C x t Design w _ channel 6` Ultimate wind speed = 110mph ERI Roof Live Load = 20 psf Dead Load =.7 Sf _ — =_': =- - t7, same as main tru s _ �IR As 4�[. - '?d- `�_ r - _ _ -='Z.0. ' % 'e - - �r• � a?^_�'::TF�la;-_ - cL:c-_ =-"- .3 !_t �._. = ik. �;' - ='s.:? ..r'�.�� _•-�._i_x � _ 6" a 8" flat plate with— __-- 6-7/8"tek`4 screws. ^ , ;E_'• ; • t i ? 4 - -.. - '' r- 2 1.I2" X 6".X 6" arC)> - y `r "� - • _. - - _ �:"i F�` » _ ,=•.-..�-r =r _ .. _ _ - - - - - - - 23.5. - _ - - y%v/6-7/8") __ yes — 4 scre - — - . tel. — - sz"-= _ - Y - - -_ - 1 - — 1 _ - 12 3.5 _ «-g -�_ .. r w6 Ot - . -- _ - .� _ _ , , Lea n• to n t , Y�*• ',f,. -(i - - v �i Vis` '�-_ Lam{ Fasten double columns ar shown on this side. ' f - 4.. o ether with tek 4 - :- Wall girtsYslide into -- 4' o.c. - • S _ , screws i .. • r- :5 - r > = throat. uprights. 16`2" 4 '�' ^ ' �Y YVkp a ' • � r . ~~s � _ - 4=hT,._'`'-=� c ... ' a �4v ��_� t� � l _ E'.c Y� g i' i �� • � e � � . - t,`� q� - �.�-y - �, C v.-'--'.—� � -i "mac.- _- _ � �. .. w �� � - .. r� - , . £ti--•".• z�; .. - _ tri; _ . .' y /`v T' � , 21C:.=W �,D_ F1 2 015 r�?—st art 1 W ►f7 >.t- �j/_/=.cam—.=•.•Y - __ - -t - _ —. �.$ - - - = y "-: et _ p -^..fry - /__. 1 F - - - s . s = - = S� 13)1))' ;. 13)1)) r �_ CM6'§S 12' 5. P z. ,_ CALPita fFO ` i:�' L-:4 • - Y ♦ �=' :3= 6" Cee x �. - 2:5 a r_{ 6x2 Cee '' Structural members only were included in this structural review/design. •t - - _ r )� -�_ -`^'� Non-structural members are NOT included. F - E,=-•_,' 123.5 �z� Y=::= -T �_ 11'5.5" . \Fasten 6" Cee to concrete with confa bolts 3 C.C. ` Outside face of angle even ivith outside edge of 1.2' 10" F ) » - 14)4)) concrete_ Fasten vertical col h 4-7/8" tek 12 105/8" anchor bolts ,. 4 screws. Also frelrl frill jor i230" ' . 40'0''' i nearverlikal columns. 14x14 f,o. SHEET 8 , « - . 4' , w " r r - , F • . y• * ".rr! • t PERMIT # BUTTE COUNTY DEVELOPM NT SERVICES i REVIEW FO r + ..' .` ;... + r s -t� ' nnnE: r%nKAD 1, r5 -4 n !ri• :e 17 : '- End rafters- 2 1/2". x 6" x 16 gage "Cee" ; F tz i�' to' :9' Columns -2" x6'1/4" x 14 gage channel 9' to' ii: ia' she ting 1 yout i Wall gifts 2 1/2"- x 6" x 16 gage "Cee" 6 114 C x t Design w _ channel 6` Ultimate wind speed = 110mph ERI Roof Live Load = 20 psf Dead Load =.7 Sf _ — =_': =- - t7, same as main tru s _ �IR As 4�[. - '?d- `�_ r - _ _ -='Z.0. ' % 'e - - �r• � a?^_�'::TF�la;-_ - cL:c-_ =-"- .3 !_t �._. = ik. �;' - ='s.:? ..r'�.�� _•-�._i_x � _ 6" a 8" flat plate with— __-- 6-7/8"tek`4 screws. ^ , ;E_'• ; • t i ? 4 - -.. - '' r- 2 1.I2" X 6".X 6" arC)> - y `r "� - • _. - - _ �:"i F�` » _ ,=•.-..�-r =r _ .. _ _ - - - - - - - 23.5. - _ - - y%v/6-7/8") __ yes — 4 scre - — - . tel. — - sz"-= _ - Y - - -_ - 1 - — 1 _ - 12 3.5 _ «-g -�_ .. r w6 Ot - . -- _ - .� _ _ , , Lea n• to n t , Y�*• ',f,. -(i - - v �i Vis` '�-_ Lam{ Fasten double columns ar shown on this side. ' f - 4.. o ether with tek 4 - :- Wall girtsYslide into -- 4' o.c. - • S _ , screws i .. • r- :5 - r > = throat. uprights. 16`2" 4 '�' ^ ' �Y YVkp a ' • � r . ~~s � _ - 4=hT,._'`'-=� c ... ' a �4v ��_� t� � l _ E'.c Y� g i' i �� • � e � � . - t,`� q� - �.�-y - �, C v.-'--'.—� � -i "mac.- _- _ � �. .. w �� � - .. r� - , . £ti--•".• z�; .. - _ tri; _ . .' y /`v T' � , 21C:.=W �,D_ F1 2 015 r�?—st art 1 W ►f7 >.t- �j/_/=.cam—.=•.•Y - __ - -t - _ —. �.$ - - - = y "-: et _ p -^..fry - /__. 1 F - - - s . s = - = S� 13)1))' ;. 13)1)) r �_ CM6'§S 12' 5. P z. ,_ CALPita fFO ` i:�' L-:4 • - Y ♦ �=' :3= 6" Cee x �. - 2:5 a r_{ 6x2 Cee '' Structural members only were included in this structural review/design. •t - - _ r )� -�_ -`^'� Non-structural members are NOT included. F - E,=-•_,' 123.5 �z� Y=::= -T �_ 11'5.5" . \Fasten 6" Cee to concrete with confa bolts 3 C.C. ` Outside face of angle even ivith outside edge of 1.2' 10" F ) » - 14)4)) concrete_ Fasten vertical col h 4-7/8" tek 12 105/8" anchor bolts ,. 4 screws. Also frelrl frill jor i230" ' . 40'0''' i nearverlikal columns. 14x14 f,o. SHEET 8 4 Olo MomoM C5 0 Z Mc:<zomm-Or- CD (D rho i 4ZZImz3 �C q I M co ti m 0 1� Pl 4 ell CD c Olo MomoM C5 0 Z Mc:<zomm-Or- CD (D rho i 4ZZImz3 �C q I M co ti m 0 1� 1 @ e+ 75 CCL ell CD c Olo MomoM C5 0 Z Mc:<zomm-Or- rho i 4ZZImz3 �C q I M co m 0 1� 1 @ 6 F • w . .. ... - � .. _ �..- .` .. .... ,.- - .. _.......•.._. .ra., - -.:1:- Ft. -....... .-.w --r .. .. _, r. d. -.rte., ..... � �.i - .... _ � . _ ... _ . _ - •_Y..... i..e- ... ... -y ., i • ( _.r.+�...-.•-.....,,. _ _ ... ... • _ . t ' �.t .�. _ _ .. �....+ .... -- _—.�.»...� . -..�-'OAC. _..,..,� .«... ,. .. � ,.»......r ...+...—«, " - - -- f � �i 1 ��� • 1 � v i +�w_: 1i ria; .-+N-,/A��' �.. • �.4 rY'.1'+,,wM"^". �-4 w.w.��,- �..1�+ '. - y. ► � + y n . 1 i Key Features • Top ranked PVUSA(PTC) rating in California for higher energy production • 6 years product warranty (materials and workmanship); 25 years module power output warranty Industry leading plus only power tolerance: +5VV (+1.9%) • Strong framed module, passing mechanical load test of 5400Pa to withstand heavier snow load • The 1 st manufacturer in the PV industry certified for ISO:TS16949 (The automotive quality management system) in module production since 2003 • IS0170.25 qualified manufacturer owned^testing lab, -fully complying to IEC., TUV, UL testing standards �+�� C'anarliinIqnLir ! On -grid Module CS5P is a robust big solar module with 96 solar cells. These modules can be used for on -grid solar applications. Our meticulous design and production techniques ensure a high -yield, long-term performance for every module produced. Our rigorous quality control and in-house testing facilities guarantee Canadian Solar's modules meet the highest quality standards possible. Applications • On -grid residential roof -tops • On -grid commercial/industrial roof -tops • Solar power stations • Other on -grid applications Quality Certificates • IEC 61215, IEC61730, UL 1703, CEC Listed, CE, MCS and KEMCO • ISO9001: 2008: Standards for quality management systems • ISO/TS16949:2009: The automotive quality management system Environment Certificates • ISO14001:2004: Standards for Environmental management systems • QC080000 HSPM: The Certification for Hazardous Substances Regulations LC o(� ✓ .L'µ r 1� Y�wM `in AV�GYfA.L — —, iii ` •.s CS5P-240/245/250/255/260M tlectncat uata- Nominal Maximum Power at STC (Pmax)t CSSP-240M 240W GSSP-245M 245W GSSP- 50M 254W i CSSP-255M 255W GSSP-260M 26OW _ i Optimum Operating Voltage (Vmp) Tempered glass 48.1V 48.4V 48.7V 49.OV 49.3V IOptimum Operating Current (imp) 4.99A 5.a6A ( 5.14A { 5.21A 5.27A i Open Circuit Voltage (Voc) 59AV 59.5V E 59.6V i 59.8V 60.0V j Short Circuit Current (Isc) 5.34A 5.43A 5.49A 5.55A 5.62A Operating Temperature -401C -+85U - Maximum System Voltage 1,000V (IEC)1600V (UL) { Maximum Series Fuse Rating - 10A Power Tolerance --y__ +5W — ---- _ i ; Pmax � Temperature Coefficient Voc Isc NOCT _0.45%I'C -0.35 %/C; 0.060 %/C; L 45C Under Standard Test Conditions(STC) of irradiance of 1000wim', spectrumAM 1.5 and cell temperature of 25V Mechanical Data Cell Type Mono -crystalline Cell Arrangement 96 (8 x 12) ! I Dimensions - i Weight 1602 x 1061 x 40mm (63.1 x 41.8 x 1.57in) ---- ._.______-__-_-- I 20kg (44.1 lbs) i Front Cover Tempered glass Frame Material Anodized aluminium alloy Standard Packaging (Modules per Pallet) 20pes Engineering Drawings `s IN Curves (CS5P-255M) f, C 4 r h I i 1 ----LOOT ;rstl. �� �---•t�1:' •�i"PNtiT filxz BUTTE CO TY DEVELOPMENT --SERVICE 4:.:..... REVIEWED' -FOR:' a.,=•. 'SpecificalionsincludedinthisdatasheetaresuhlecttochangeWithoutpnornotice. _)A {/— `BA�-_0 ZJ��h About Canadian Solar Canadian Solar Inc. is one of the world's largest solar Canadian Solar was founded in Canada in 2001 and was companies. As a leading vertically -integrated successfully listed on NASDAQ Exchange (symbol: CSIQ) in manufacturer of ingots, wafers, cells, solar modules and November 2006. Canadian Solar has expanded its cell capacity to solar systems. Canadian Solar delivers solar power 80OMW and module capacity to 1.3GW in 2010. products of uncompromising quality to worldwide customers. Canadian Solar's world class team of professionals works closely with our customers to pro idt there with aslutiona for all their nater nreida: IN Curves (CS5P-255M) f, C 4 r h I i 1 ----LOOT ;rstl. �� �---•t�1:' •�i"PNtiT filxz BUTTE CO TY DEVELOPMENT --SERVICE 4:.:..... REVIEWED' -FOR:' a.,=•. 'SpecificalionsincludedinthisdatasheetaresuhlecttochangeWithoutpnornotice. _)A {/— `BA�-_0 ZJ��h About Canadian Solar Canadian Solar Inc. is one of the world's largest solar Canadian Solar was founded in Canada in 2001 and was companies. As a leading vertically -integrated successfully listed on NASDAQ Exchange (symbol: CSIQ) in manufacturer of ingots, wafers, cells, solar modules and November 2006. Canadian Solar has expanded its cell capacity to solar systems. Canadian Solar delivers solar power 80OMW and module capacity to 1.3GW in 2010. products of uncompromising quality to worldwide customers. Canadian Solar's world class team of professionals works closely with our customers to pro idt there with aslutiona for all their nater nreida: Evolution PR DynoRaxx Evolution PR delivers a one component preassembled universal racking system for mounting PV solar panels on pitched roofs. The proprietary design of the DynoRaxx Evolution PR has been created to ship, stock, and store easily, while providing a mounting solution that can be used with any framed module, in any configuration without any product modification. With DynoRaxx Evolution PR, mounting solar panels has never been easier. One Component Universal Design Rugged Construction Cost Effective Pre Assembled Innovative Design • Install modules and racking at the same time • Enables fast installation in less than half the time of other systems • Accommodates all PV solar panels on the market • Works with any array configuration • Needs no special shipping requirements • Does not impede water drainage • Clamp acts as both Mid and End Clamp k No Measuring -Module is used as jig t`J n -- I n... o.......... .,.. , It, 7 ki Universal Clamp for any Framed Module • Mount -Aluminum • Clamp - Aluminum Hardware - Stainless Steel Mount is Preassembled, Just Add Modules • Initial measurement and chalk line needed for placement of first row • Module Acts as Jig • Save time and labor to install more modules per hour No special orders —ships quickly upon receipt of order Mounts are boxed — no special shipping requirements • Fewer man hours to install • Can be shipped via common courier Less material than common mounting methods - BUTTE COUNTY UtvtLvr1V1�iN 1 - REVIEWED FOR CODE COMPLIANCE DATE v '"' 6500 Sheridan Drive, Suite 120 Buffalo NY 14221 1.866.620.2410 1.866.807.7882 Tadlllical spocitications 10.5 SPR -6000m PV generator connection SJnPowbr Peak Power Tracking Voltage 250 V ... 480 V Range of Input Operating Voltage 250 V ... 600 V _ Maximum Array Input flower 7,500 W� Maximum DC Power 6,400 W PV Start Voltage 300 V _ ~- Maximum DC Input Current 25A Maximum Input Short Circuit Current 36A Maximun Utility 8ackfeed Current to PV array 50 A AC DC Voltage Ripple < 1 p'% Grid connection _AC Operating Voltage Range at 208 V nominal '183 V... 229 V AC Operating Voltage Range at 240 V nominal 211 V ... 264 V AC Operating Voltage Range at 277 V nominal 244 V ... 305 V AC Operating Frequency Range 59.3 Hz ... 60.5 Flz AC frequency Nominal 60 Flz AC Maximum Conlinous Output Power 6,000 W AC Current THD —' — <4% AC Maximum Continous Output Current at 208 V 29A AC Maximum Continous Output Current at 240 V 25A AC Maximum Continous Output Current at 277 V 21.6 A Maximum Output Fault Current 57.6 A Maximum Output Overcurrenl Protection 50 A Synchronization In -Rush Current 9.23 A Trip Limit Accuracy t2 % Trip Time Accuracy t0.1 % Power Consumption at Night 0,1 W Power Consumption in Operation <7W 104 SPR50.80alUS 102630 SunPowor Efficiency Tochnicol spucilicatio Output Power Factor Range 0.95 ... 1.0 Output Power Factor Nominal 0.99 Peak Inverter Efficiency .97.0% CEC Weighted Efficiency at 208 V AC _ 95.5% CEC Weighted Efficiency at 240 V AC 95.5% CEC Weighted Efficiency at 277 V AC 96.0% Ambient conditions Ambient Temperature Range - 13 'F... +113 OF (— 25 "C... -1-45 'Cl Mechanical data Width x Height x Depth 18.42 in x 24.14 in x 9.53 in (468 mm x 613 mm x 242 mm) Weight 147 lbs (67 kg) Nolae Emission 44 d8(A) Features -----[Inverter Technology—True sine, low frequency transformer Cooling Concept OptiCool, forced active cooling This inverter is evaluated to UL 1741, which includes assessment to all of the C (ULo US requirements of IEEE 1547 and IEEE 1547. 1, which are an outgrowth and further development of the IEEE recommended practices and guidelines contained in IEEE Std. 929.2000. IEEE 929-2000 provides recommendations regarding the proper equipment and functionality necessary to ensure compatible operation when power generation is connected to the utility grid. Installatlrn� Gutdu Instollotion Guido SPR UOm-IUS102630 1 :r o- 6��D N%i/LLE �d ._ . ry AAV ZkAl"-- ell ,PV ArM t CUSTOMER INFORMATION CLIENT NAME Don Scott ADDRESS: 10642 Chayote CITY: Durham, CA 95938 PHONE: 530-519-8946 AHJ: Butte County APN # 40-020-152 APPLICABLE CODES • 20111 NATIONAL -ELECTRICAL CODE (NEC)' ' • 2013 CALIFORNIA ELECTRICAL CODE (CEC) • 2013 CALIFORNIA BUIDLING CODE (CBC) • 2012 INTERNATIONAL BUIDLING CODE (IBC) SCOPE OF WORK 6.12kW Roof Mount with 24 Canadian5olar CS5P-255M modules and Sunpower SPR -6000M inverters SYSTEM INFORMATION SYSTEM SIZE: 6.12kW PV MODULE: CanadianSolar C55P-255M RACKING: N/A ' INVERTER(S): Sunpower SPR -6000M AZIMUTH: 180° TILT: 18° MODULE COUNT: 24 MOUNTING: Roof Mount ROOF: Trapezoidal Roof TYPE: Metal Girder METER # N/A P/," 1>-L4 BUTTE COUNTY OCT 21 2016 - DEVELOPMENT S N VTvI'S w PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE y DATE _BY General Solar Specs • THE PV MODULES ARE CONSIDERED NON-COMBUSTIBLE AND THIS SYSTEM IS AN UTILITY INTERACTIVE SYSTEM WITH NO STORAGE BATTERIES. • PER NEC, GROUNDING ELECTRODE SYSTEM OF EXISTING BUILDING MAY BE USED AND BONDED TO AT THE SERVICE ENTRANCE. IF EXISTING SYSTEM IS INACCESSIBLE, OR INADEQUATE, OR IS ONLY METALLIC WATER PIPING, A SUPPLEMENTAL GROUNDING ELECTRODE WILL BE USED AT THE INVERTER LOCATION CONSISTING OF A UL LISTED 8FT GROUND ROD WITH ACORN CLAMP. GROUNDING ELECTRODE CONDUCTORS SHALL BE NO LESS THAN #10 AWG AND NO GREATER THAN #6 AWG COPPER AND BONDED TO THE EXISTING GROUNDING ELECTRODE TO PROVIDE FOR A COMPLETE SYSTEM. • EACH MODULE WILL BE GROUNDED USING AN INTEGRATING GROUND SYSTEM. • EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENTS, AND CONDUCTOR ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH 250.134 OR 250.136(A) REGARDLESS OF VOLTAGE. • . PROPER ACCESS AND WORKING CLEARANCE AROUND EXISTING AND PROPOSED ELECTRICAL EQUIPMENT WILL.BE PROVIDED AS PER SECTION 110.26 NEC. • ALL PLAQUES AND SIGNAGE WILL BE INSTALLED AS REQUIRED BY 2011 NEC. • HEIGHT OF INTEGRATED AC/DC DISCONNECT SHALL NOT EXCEED 6'-7" PER NEC 240.24 • THE GROUNDING ELECTRODE CONDUCTOR SHALL BE PROTECTED FROM PHYSICAL DAMAGE BETWEEN THE GROUNDING ELECTRODE AND THE PANEL (OR INVERTER)IF SMALLER THAN #6 AWG COPPER WIRE PER NEC 250-64(B). THE GROUNDING ELECTRODE CONDUCTOR WILL BE CONTINUOUS, EXCEPT FOR SPLICES OR JOINTS AT BUSBARS WITHIN LISTED EQUIPMENT PER NEC 250.649(C). CP U 6 El, N nm n N W '7 D7Ir u.0 O M 01 m 0VOU_ y U O J - '�ruSQ �NU1V1U NO U 0 O N N O N 0 0 a z E a v a N 0 0 0 a . U m Y N m >s t � to o u yVj N t0 C'D o o L 5 a E s Cover Page- O N Ln N O N O O V Z E Q GJ N� N U O O +J O t CL U Y oo N m rn v in lD M 0 I m u o u E LA zr N m A O p 7 O .ti D E a Site Plan N N W Cb m U d OT41 N �OfNN uJ 0) c O m U. m U) 0 VOU U O J t6 DNU y L) N p m N d U k CW Z W N C O N Ln o eY O N O O O 2 C 41 41 NA N u m O O 4-+ O _ L a- u u G Y N rn w rn lD o Q >J r u o u E Ln N 0 c V L o p 7 • a E Project Plan o PLAN LEGEND PNL AC PANELBOARD s AC DISCONNECT 3CMA DC DISCONNECT M (E) UTILITY METER PV REVENUE METER CBN COMBINER BOX ' as JUNCTION BOX n+ev MAIN ELECTRICAL PANEL • 1 C m U d M=w.0 °m W ) N w�rn�n C O m °f Do 1a0yyi UOU N Q U 08J =-:E6< 7�U1�1U N p N N 0 ow CW .7A w L I` N .ti x O N O O Q ' 2 Q 4J +r N N ' U m +J 0 0 O .r - CL d U Y 00 N rn v rn o 0 t O V -� u ry ro c v t 0 0 0 e A a Electrical Plan Sunpower SPR -6000m Inverter DC IC1V@ft@C Disconnect 200A Main Service Panel _ 120/240V 10, 3W COMPLY WITH CALIFORNIA GroundingPer ELECTRICAL CODE- ARTICLE 690 250.52 CEC 013 1 REQUIREMENTS FOR SOLAR PHOTOVOLTAIC SYSTEMS _ Label, circuit breaker(s), @ disconnect(s), fuse(s),switch(es) and their accessories, to identify their location and or equipment _ PERMIT #�I� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE M:15f �BYAAAO�_ NOTE: SEE NEXT SHEET FOR WIRE/ITEM CALLOUTS m m m aD m U d GO co m j N tD W C1Ln c 0M m v� au -00 V O J �NUiv, U N d m U 0 0 ® i L w 7/\ W N O N H a N O O R Z E Q Q% N U O O O a U Ile oo r14 rn Y � u; os >_ C O L O O 7 C a s Single Line Diagram DC SOURCE INFORMATION Manufacturer MODULES CONNECTED TO INVERTER 1 24 MODULES Model # Lowest Expected Temperature -3 Nominal AC Power °C Average High Temperature 41 240 °C - PV MODULE SPECIFICATIONS Total number of PV Modules 24 MODULES CanadianSolar Model # Number of modules in largest string 12 MODULES PMAX (Nominal Output) 255 MAXIMUM NUMBER OF MODULES PER STRING VMAX = VOC + ((T_low-TREF) x aVOC) 49.0 VOC 59.8 V T low (ASHRAE Low Design Temp.) _3 °C TREF (Cell Temperature at STC) 45 °C aVOC (Temp. Coeffecient of Voc) -0.0035 %/°C VMAX Per Module 69.85 1 V Number of modules in largest string 12 MODULES VSTRING MAX = NMAX x VMAX Temperature Coefficient of Pmax Voltage of Maximum String Size 838.2 V DESIGN TEMPERATURES Manufacturer Circ. ASH RAE DATA Model # Lowest Expected Temperature -3 Nominal AC Power °C Average High Temperature 41 240 °C - PV MODULE SPECIFICATIONS Manufacturer PH CanadianSolar Model # A CS5P-255M PMAX (Nominal Output) 255 W VMP (Voltage at Pmax) 49.0 V IMP ( Current at Pmax) 5.21 A VOC (Open Circuit Voltage) 59.8 S V ISC (Short Circuit Current) 5.55 A NOTC 45" °C Temperature Coefficient of Pmax 0,45 % / °C Temperature Coefficient of Voc -0.0035 % / °C Temperature Coefficient of Isc . 0.06 %/ °C MAXIMUM SYSTEM VOLTAGE . 1000 VOLTS CONDUCTOR AND CONDUIT SCHEDULE (COPPER) r INVERTER 1 SPECIFICATIONS Manufacturer Circ. Sunpower Model # Ampacity for OCP (A) (Load SPR -6000m Nominal AC Power 6000 W Nominal Output Voltage 240 VAC Number of Phases 1 PH Nominal Output Current , 25.00 A AC OCP Rating 35 A Max. Array Input Voltage 600 VDC MPPT Min at Full Power 250 VDC MPPT Max at Full Power 480 VDC O A) Number of Modules Connected to Inverter 24 MODULES r VDROP SCHEDULE ID# Circ. Name Circ. Voltage(V) Load(A) Ampacity for OCP (A) (Load Tamb Raceway Conductor Required Conductor Size & Type # of Runs Conductor Copper CONDUIT Voltage(V) Amperage( LENGTH Voltage Drop Conductor N U Ampacity (A) per Phase Ampacity E.G.0 O A) 1 WAY N O - L x 1.25) a U D 1 PV -1 String PV +/- 838.2 6.94 8.67 0.82 1.0 8.67 #10 PV Wire 1 35 #10 N/A 588.0 5.21 60 approx 0.13 2 PV -1 PV -1+/- 838.2 6.94 8.67 0.82 1.0 8.67 #10 THWN-2 1 35 #10 MC Cable 588.0 5.21 55 approx 0.12 3 INV 1 L1,L2,N 240.0 25.00 31.25 0.82 1.0 31.25 1 #8 THWN-2 1 50 #8 3/4" EMT 240.0 1 25.00 1 15 1 approx I 0.22 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES CODVIEWED FOR ECOMPLIANCE t DATE BY�� m 10 91 U m rn�m�m Nn W N N W 4: rn N n C O m W m u7 ori 0p U_ t�Q �NU�U N d a� U 0 0 D� W Z tA QJ E n.. o N 0 N O 6 0 z E a CIJ N U O O O - L a U D m N M m w '^ m lD o g t; t o U E y� N 10 C Q L 0 Q O � a Bill Of Materials J w NEC 690.64, 705.12(4) T MAIN SERVICE PANEL <DC DISCONNECT /INVERTER - _. : .� r ' -o - -i/moi �r� ... • :' . x.. ' NEC 690.64, 705.12(4) MAIN SERVICE PANEL f 4r, 0 0 0Wil Wk I .y NEC 690.35 (F) - } above and/or below penetrations to be labeled every 10'. - 4 r + o , 'N N - LOCATED ON J -BOX / COMBINER BOX MAIN SERVICE, SUB PANEL(S), AC DISC. r �- r + o , 'N N - LOCATED ON J -BOX / COMBINER BOX MAIN SERVICE, SUB PANEL(S), AC DISC. Key Features • Top ranked PVUSA (PTC) rating in California for higher energy production • 6 years product warranty (materials and workmanship); 25 years module power output warranty • Industry leading plus only power tolerance: +5W (+1.9%) • Strong framed module, passing mechanical load test of 5400Pa to withstand heavier snow load • The 1 st manufacturer in the PV industry certified for ISO:TS16949 (The automotive quality management system) in module production since 2003 • ISO 17025 qualified manufacturer owned testing lab, fully complying to IEC, TUV, UL testing standards . .,�ir CanadianSolar. On -grid Module ' CS5P is a robust big solar module with 96 solar cells. These modules can be used for on -grid solar applications. Our meticulous design and production techniques ensure a high -yield, long-term performance for every module 4 produced. Our rigorous quality control and r•' in-house testing facilities guarantee Canadian.,. Solar's modules meet the highest quality,` standards possible. Applications • On -grid residential roof -tops • On -grid commercial/industrial roof -tops' , • Solar power stations - • Other on -grid applications Quality Certificates • IEC 61215, IEC61730, UL 1703, CEC Listed, CE, . MCS and KEMCO • IS09001: 2008: Standards for quality management systems • ISO/TS16949:2009: The automotive quality management system Environment Certificates. • IS014001:2004: Standards for Environmental. management systems • 00080000 HSPM: The Certification for • . - Hazardous Substances Regulations IEC�DC�CEc®� •WWW.can6diSnsolar.com ` y 1 CS5P-240/245/250/255/260M CIeGUteat vae:a CSSP-240M CS51P-245M CS5P-250M CS5P-255M CS5P-260M Nominal Maximum Power at STC (Pmax) 240W 245W 25OW 255W - 260W Optimum Operating Voltage (Vmp) 48.1V 48.4V 48.7V 49.OV 49.3V Optimum Operating Current (Imp) 4.99A 5.06A 5.14A 5.21A 5.27A Open Circuit Voltage (Voc) 59AV 59.5V 59.6V 59.8V 60.0V Short Circuit Current (Isc) 5.34A 5.43A 5.49A 5.55A 5.62A Operating Temperature -40•C -+WC Maximum System Voltage 1,000V (IEC) /600V (UL) Maximum Series Fuse Rating 10A Power Tolerance +5W , Temperature Coefficient _ -Pmax -0.45%/C Voc 0.35%/Y '- ASC 0.060 %PC - NOCT 45•C Under Standard Test Conditions (STC) of irradiance of 1000W/m', spectrum AM 1.5 and cell temperature of 251C Mechanical Data Cell Type Mono -crystalline Cell Arrangement `` V, . - 96 (8 x 12) Dimensions 1602 x 1061 x 40mm (63.1 x 41.8 x 1.571n) Weight 20kg (44.1 lbs) ,Front Cover'" - Tempered glass Frame Material Anodized aluminium alloy Standard Packaging (Modules per Pallet) - 20pcs ' I - Enaineerina Drawinas -V Curves (CS5P-255M) j • «E3 i 2 _ 2 i _1000w/ Z' -5C 1—8o0w/n,2 �25C —600wJm2 t 1 =45C j—400W/w2 —BSC 0 5 101526253035901550556065 0 510152=53-03540455055606570 V•Ir>Oity) Voh>De(V) 'Specifications included in this datasheat are subject to change without prior notice. - About Canadian Solar J Canadian Solar Ine.'is one of the world's largest solar _ Canadian Solar was founded in Canada in 2001 and was -� companies. As a leading vertically -Integrated successfully listed on NASDAQ Exchange (symbol: CSIQ) in manufacturer of ingots, wafers, cells, solar modules and November 2006. Canadian Solar has expanded its cell capacity to solar systems. Canadian Solar delivers solar power SOOMW and module capacity to 1.313W in 2010. r products of uncompromising quality to worldwide customers. Canadian -Solar's world class team of professionals works closely with our customers to provide them with solutions for all their solar needs. For product and purchasing inquiries contact: Headquarters 1 Riverbend Drive. Suite B Kitchener, Ontario I Canada N2K 3S2 eCODIRECT •• ' ' CLEAN ENERGY SOLUTIONS www.ecodireci.com • i•.. C') t!J • U cc co W m Z �U 2QQ CL o 0 � LLI >CL LU � 0W� . Z �0 5 W i Ute® 1 EL �. m m ro • L) d cnmw.0 0 j ch V7 V] C (n ch X C �M to aar o g N ? J LV5 Q D N o M o N` d m EE O Y ® - Ix C Z tAw Ln •C O N - o oN; • o a Z E a CV to V) U • '4. O rp ? V Y do fV m rl Ln m m o S - re E Ln N N C O L O p 7. o o { a Module Datasheet , BENEFITS -; String Inverters, SPR -5000m SPR -6000m SPR -7000m SPR -8000m AC Nominal Power " - 6000 W 7000 W 7680 W @ 240 V. . SPR -5000m, -6000m, -7000111hand -8000m ' STRING INVERTERS Reliable and Robust Design"'""'^" ' S �U N P OW E R SPR -5000tH, -6000m, -7000m and -8000tH _ STRING INVERTERS - S U N P 0. -WE R AC Mu. Output t; 148 lbs for SPR -8000m -" Proven track record for durability 148 lbs for SPR -5000m, Current (@ 208V, 24 A, 21A, 18A ' : BENEFITS -; String Inverters, SPR -5000m SPR -6000m SPR -7000m SPR -8000m AC Nominal Power 5000 W - 6000 W 7000 W 7680 W @ 240 V. . Unit Dimensions WxHxDCinches) Reliable and Robust Design"'""'^" y - 8000 W @ 277.V AC Mu. Output t; 148 lbs for SPR -8000m -" Proven track record for durability 148 lbs for SPR -5000m, Current (@ 208V, 24 A, 21A, 18A ' : 29A 45A, 22A , 34A, 29A; 25A N/A,.32A, 29A - and longevity , W ^, •• - Enclosure' NEMA 3R ` s AC Nominal 16'-229 V @ 208 V Effective Power Range 183 - 229 V @ 208 V N/A @ 208 V Voltage / Range 211= 264 V 0240 V 211 - 264 V @ 240 V 211 - 264 V @ 240 V Enables most systems to use a single •� _ 244'-305V@277V 244-305V@277V 244-305V@277V 244-305V@277V ACFreq/Range -inverter rather than multiple units 60Hz/593Hz-, 60Hz/59.3Hz- 60 Hz/59.3'Hz- r; r 605 Hz; 1 60.5 Hz '. Commercial Use 60.5 Hz ' Power Factor (Nominal) 0.99 '• �; 0.99 Y 0.99 6.99 . � " Flexible AC voltage output and scalable. 96.8 % `�,• 97.0% r 97.1 /, i + • ' 96.5 - Efficiency building blocks create anaeasy solution , = d d CK Weighted 95.5% @ 208 V : �• 95.5%@ 208 V , 95.5% @ 208 V _ for commercial applications 1 Efficiency 95.5% @ 240 V 95.5% @ 240 V 96.0% @ 240 V 96.0% @ 240 v .95.5%@277V High Efficiency 96.0%@277.V-'••, ' 96.0%@277V Recommended y Weighted CEC efficiency of at Maximum PV Power 6250 W 7500 W Y *' , 8750 W 10000 W I. least 95.5% and peak efficiency DC Input Voltage Range 250 - 600 V ' of at least 96.5% 250 - 600 V • 306 - 600 V r •. Peak Power 250 - 480V 250-480V 250 - 480 V 300 - 480 V , ^ Tracking Voltage - CL' .. DC Me' �• Reduced Installation, Cost 25A 57 30A• ` 30A Input Current r- .•z•_ Integrated DC disconnect with fuses .. DC Voltage Ripple -4 % 4% - 4% lowers material costs and labor 4st ` t 4 •, k"�' .. 4 - 4' requirements " SunPower SPR -5000m, -6000m, -7000m-and 8000rri'T, - r � Attractive Aesthetics inverters offer superior reliability and performance :and . Operation/Nighttime'-s'i - s Topology' Integrated disconnect eliminates need For visible conduits to inverter' can be easily integrated into residential or commercial installations. All models are backed by a 10 -year warranty. z -ti d 7.'! u Standard; Complies with NEC Standards` 0 O � N 0 • ._' Configurable in the field with integrated grounding kit: - Electrical Data - String Inverters, SPR -5000m SPR -6000m SPR -7000m SPR -8000m AC Nominal Power 5000 W - 6000 W 7000 W 7680 W @ 240 V. . Unit Dimensions WxHxDCinches) 1 1 8.4' x 24'' x 9.5- y -' 8000 W @ 277.V AC Mu. Output t; 148 lbs for SPR -8000m -" 1' 148 lbs for SPR -5000m, Current (@ 208V, 24 A, 21A, 18A ' : 29A 45A, 22A , 34A, 29A; 25A N/A,.32A, 29A - - 240V,277V): W ^, •• - Enclosure' NEMA 3R ` s AC Nominal 16'-229 V @ 208 V 183 - 229 V.@ 208 V ' 183 - 229 V @ 208 V N/A @ 208 V Voltage / Range 211= 264 V 0240 V 211 - 264 V @ 240 V 211 - 264 V @ 240 V 211 - 264 V @ 240 V •� _ 244'-305V@277V 244-305V@277V 244-305V@277V 244-305V@277V ACFreq/Range 60 Hz /59.3 Hz= 60Hz/593Hz-, 60Hz/59.3Hz- 60 Hz/59.3'Hz- r; r 605 Hz; 1 60.5 Hz '. 60.5 Hz . _. 60.5 Hz ' Power Factor (Nominal) 0.99 '• �; 0.99 Y 0.99 6.99 . � " Peak Inverter' 96.8 % `�,• 97.0% r 97.1 /, i + • ' 96.5 - Efficiency 0 , = d d CK Weighted 95.5% @ 208 V : �• 95.5%@ 208 V , 95.5% @ 208 V _ N/A @ 208 V 1 Efficiency 95.5% @ 240 V 95.5% @ 240 V 96.0% @ 240 V 96.0% @ 240 v .95.5%@277V " 96.0%@277.V-'••, 96.0%@277 Vz 96.0%@277V Recommended y Maximum PV Power 6250 W 7500 W Y *' , 8750 W 10000 W I. (Module @ STC) DC Input Voltage Range 250 - 600 V ' 2S0 -'600 V 4,' ` - - 250 - 600 V • 306 - 600 V r •. Peak Power 250 - 480V 250-480V 250 - 480 V 300 - 480 V , ^ Tracking Voltage - CL' .. DC Me' �• ; 21A' ,r '^- 25A 57 30A• ` 30A Input Current r- .•z•_ .. DC Voltage Ripple -4 % 4% - 4% • No. of Fused 4st ` t 4 •, k"�' .. 4 - 4' String Inputs .zr - r � Power Consumption: <7W/0.1W Operation/Nighttime'-s'i - s Topology' "' '"' _ r tow frequency transformer, • Fused DC Disconnect z -ti d 7.'! u Standard; Complies with NEC Standards` 0 O � N 0 • ._' Configurable in the field with integrated grounding kit: - Electrical Grounding, • SunPowers" Solar Panels: DC circuit positively grounded 1 .1iv e's cv Serengeti'^' Solar Panels: DC circuit negatively grounded ' Mechanical Data SPR -5000m, SPR -6000m, - SPR -7000m and SPR -8000m Shipping Dimensions 23.5" x 31.0- x 16.0' W x H xD (inches) - - Unit Dimensions WxHxDCinches) 1 1 8.4' x 24'' x 9.5- y 141 lbs for SPR -5000m, Inverter Weight -6000m and 7000m/ 148 lbs for SPR -8000m -" 1' 148 lbs for SPR -5000m, Shipping Weight -6000m and -7000m /152 lbs for SPR -8000m Cooling �_ s Forced Air/ Sealed -- i Electronics Enclosure Enclosure' NEMA 3R ` s Mounting . Wall Mount - Bracket Standard P. V, Ambient Temperature Range -13 to +113 eF Warranty and Certifications Warranty 10 year limited warranty i Compliance: IEEE -929, IEEE: -1547, UL 1741, Certifications UL 1998, FCC Part 15A&8,cc U r t s ' •SPRm EFFICIENCY.CURVES - , - 18.4 95 UJ If l r}rs lox •a rR • , m m U ra �.6 - N aNj X - W �as ran CD reLLrn rn iu UOU - N rp'' U O of rated output power ' a . �' O U ' Nj f Y f About SunPower k • O' ' Founded in 1985,+Sun Power Corp. (Nasdaq: SPWRA,. SPWRB) designs, manufoclures and delivers the planet's most powerful solar , r. r m e customers rely on the company's experience and proven technology. Residential, b'usin'ess, government and utility results to maximized r= PR- m 7 n m sunpowercorp.com �':+ return aonginvestment. F S 5000m .-6000 , - 000m and -8000 - ( ,- a Inverter CL sunpowercorp.com SUNPOWER midwrgixred trdmks d S,0— Cwpamiai.WRElmndm6a Oxmntp01-16967w,�oaty2010gne.d.Sp.&.aatrdadedinthbdMshm1—WbwdrgewAw_ioe Data$heet . C • `rte• ' . � ... � � ' .. .. - tie ''r !•. .(' .. .{' r.... .. •d - s1.� ) .... r , t ® t: y CLu e N W i •r • y O Ln V O 0 Z C Y • f Q • V Q +y. , 0 v i - CL' co 47�4 en rl aj rn tD .zr � 01 u E y1 N (a C O L lD • 0 O � N 0 a ' of rated output power ' a . �' O U ' Nj f Y f About SunPower k • O' ' Founded in 1985,+Sun Power Corp. (Nasdaq: SPWRA,. SPWRB) designs, manufoclures and delivers the planet's most powerful solar , r. r m e customers rely on the company's experience and proven technology. Residential, b'usin'ess, government and utility results to maximized r= PR- m 7 n m sunpowercorp.com �':+ return aonginvestment. F S 5000m .-6000 , - 000m and -8000 - ( ,- a Inverter CL sunpowercorp.com SUNPOWER midwrgixred trdmks d S,0— Cwpamiai.WRElmndm6a Oxmntp01-16967w,�oaty2010gne.d.Sp.&.aatrdadedinthbdMshm1—WbwdrgewAw_ioe Data$heet . C • `rte• ' . � ... � � ' .. .. - tie ''r !•. .(' .. .{' r.... .. •d - s1.� ) .... r , Ren US /sol �� Solar PV Mounting System for Trapezoidal Sheet Metal Roofs Ren us61MS • °Solar PV Mounting3ystem for Trapezoidal Sheet Metal Roofs / VL FEATURES TECHNICAL SPECIFICATIONS ACCESSORIES The Renusol MS rail -less system provides a simple, compact, and cost-effective solution for mounting PV modules to steel trapezoidal sheet metal roofs. • Fastens directly to sheet metal thereby eliminating the need for long rails and ` attachments to purlins or rafters. ; • EPDM gaskets pre -assembled under all clamp bases and fasteners for double +protection from leaks and third -party waterproof tested for assurance. • One -size end and mid clamps fit all commonly used modules to simplify inventory. • Pre -assembled clamps allow for quick installation.- Self-piercing/self-tapping nstallation.•Self-piercing%self-tapping screws with hardened tips to eliminate drilling.' ' • All stainless steel and aluminum construction ensures reliability and longevity. • ICC and UL approvals allow for fast permitting. . • Compact packaging to reduce shipping costs; a shoebox holds a 5kW system. Compatible with all widely used steel sheet metal roofs 26 -gauge or thicker with flat trapezoidal peaks at least %" in width. ^�I I� • Trapezoidal Roof Profile Examples Made In I I America About Renusol ' Renusol America is a leading innovator in flat -roof and pitched -roof mounting systems for solar PV modules in the US Solar industry. Combining a heritage of excellence in German engineering with American innovation, Renusol America has experienced exponential growth since its launch and is now among the top rooftop mounting solution providers in the US, with systems installed in 34 states. Renusol America provides sales, service and customer support from its headquarters in Atlanta, Georgia and operates full-scale warehouse and distribution facilities across the country. Renusol is part of RBI Solar, a market leader in ground_ mount and carport PV systems. O Renusol America 4 Re n u s o I 1292 Logan Circle NW, Atlanta, GA 30318 . ' •, www.renusolamerica.com • • d +1877-847-8919 f . Q Solar Mounting Systems info@ ren usolamerica.coni - Product Name { Renusol MS - HP & HPF " 4 Images} - _jii Ren US /sol �� Solar PV Mounting System for Trapezoidal Sheet Metal Roofs Ren us61MS • °Solar PV Mounting3ystem for Trapezoidal Sheet Metal Roofs / VL FEATURES TECHNICAL SPECIFICATIONS ACCESSORIES The Renusol MS rail -less system provides a simple, compact, and cost-effective solution for mounting PV modules to steel trapezoidal sheet metal roofs. • Fastens directly to sheet metal thereby eliminating the need for long rails and ` attachments to purlins or rafters. ; • EPDM gaskets pre -assembled under all clamp bases and fasteners for double +protection from leaks and third -party waterproof tested for assurance. • One -size end and mid clamps fit all commonly used modules to simplify inventory. • Pre -assembled clamps allow for quick installation.- Self-piercing/self-tapping nstallation.•Self-piercing%self-tapping screws with hardened tips to eliminate drilling.' ' • All stainless steel and aluminum construction ensures reliability and longevity. • ICC and UL approvals allow for fast permitting. . • Compact packaging to reduce shipping costs; a shoebox holds a 5kW system. Compatible with all widely used steel sheet metal roofs 26 -gauge or thicker with flat trapezoidal peaks at least %" in width. ^�I I� • Trapezoidal Roof Profile Examples Made In I I America About Renusol ' Renusol America is a leading innovator in flat -roof and pitched -roof mounting systems for solar PV modules in the US Solar industry. Combining a heritage of excellence in German engineering with American innovation, Renusol America has experienced exponential growth since its launch and is now among the top rooftop mounting solution providers in the US, with systems installed in 34 states. Renusol America provides sales, service and customer support from its headquarters in Atlanta, Georgia and operates full-scale warehouse and distribution facilities across the country. Renusol is part of RBI Solar, a market leader in ground_ mount and carport PV systems. O Renusol America 4 Re n u s o I 1292 Logan Circle NW, Atlanta, GA 30318 . ' •, www.renusolamerica.com • • d +1877-847-8919 f . Q Solar Mounting Systems info@ ren usolamerica.coni - Product Name Renusol MS - LP Renusol MS - HP & HPF ISr ,i Images} - _jii Cost-effective and more aesthetically Better air -flow, ease of wire Benefits 4' 9 pleasing management and microinverter/. optimizer attachment • a Materials ' - 6063-T6 aluminum with 304 stainless steel fasteners Roof Pitch Range 1:12 to 12:12 Slopes / 5• to 45• Slopes Steel Thickness • 26 ga. (0.018") or thicker Module Type ' 60 -cell and 72 -cell Orientation Landscape or Portrait ,- PE Stamps ' " r ASCE 7-05 and 7-10 for multiple states, _ , Wet Stamps, t Project -specific wet stamps available for nominal fee ' End Clamp Range One size adjustable end clamp fits modules 30mm to 50mm thick r Mid Clamp Range One size adjustable mid clamp fits modules 30mm to 50mm thick r Grounding ETL listed to UL 467 . Warranty - li•�r•. 10 years ' Support' i Telephone, e-mail and on-site _ _ 4 - Wire Management Clips • Designed to hold trunk cables for r microinverters%power optimizers ` LLI cc LIJ UJ CD zC�U w0z a LL- Q O�'—J * > uJ_ µ �wUO - ' ^ Z> • Module Jumper ; ^ Renusol America r ' '. �. t L1J O ' 1292 Logan Circle NW, Atlanta, GA 30318 This accessory allows forgrounding c Ren u so I www.renusolamerica.com between module columns eliminating uJ +1 877.847-8919 the need for copper wire d 4« 0 Q Solar Mounting Systems info@renusolamerica.com . +„ rr �ow Z 1' to ' O N - - Ln 0 0 -v • ka. a C .� 01 ` V) u ` 0 - L ~ d 0 ' Y , 00 C4 . M `_4 O o U E y, N fO C os r _ e ' a - Attachment* + _ Sheet' ; a