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PCYS - Structural Calcs - Permit - 2023-08-31 Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors Structural Calculations PREPARED FOR: Kyle Christensen 902 North Second Street Tacoma, Washington 98403 PROJECT: Premier Collision Yelm 2220781.20 PREPARED BY: Aleksandr Koshman Project Engineer REVIEWED BY: Drew McEachern, PE, SE Senior Project Manager DATE: August 2023 Structural Calculations For Premier Collision Yelm 106 Yelm Ave. W Yelm, WA 98597 Project # 2220781.20 Project Principal Drew McEachern, PE, SE Project Manager Drew McEachern, PE, SE Project Engineer Aleksandr Koshman Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2018 Edition. Structural Design Criteria: Live Load Criteria: Roof (Min Blanket Snow) 25 psf Storage Mezzanine 125 psf Slab on Grade 125 psf Wind Load Criteria: Basic Wind Speed 97 MPH Risk Category II Wind Exposure B Topographic Factor 1.0 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Ss = 1.288 S1 = .465 Sds = 1.031 Sd1 = N/A Site Class = D - DEFAULT Seismic Design Category = D Response Modification Coeff. (R): 6.5 Seismic Response Coeff. (Cs): 3 08/31/2023 Soil Criteria: Based on Geotechnical Engineering Report by: GEOTEST, dated March 8, 2023. Allowable Soil Bearing Capacity: 2500 PSF allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 PCF At Rest Earth Pressure = 55 PCF Seismic Earth Pressure = 8 x “H” PSF Friction Coefficient = 300 PCF * Passive Pressure = .35 * * Includes factor of safety of 1.5 Project Description The project consists of wood framed walls that rest on continuous strip footings with RedBuilt Red-I joists used for the roof framing. The floor area is approximately 69’-0” x 47’-6” and the mezzanine area is roughly 14’-2 ½” x 39’-0”. ASCE 7 Hazards Report Address: 108 W Yelm Ave Yelm, Washington 98597 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:347.29 ft (NAVD 88) Latitude: Longitude: 46.94261 -122.607315 Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Oct 04 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Tue Oct 04 2022 SS : 1.288 S1 : 0.465 F a : 1.2 F v : N/A SMS : 1.546 SM1 : N/A SDS : 1.031 SD1 : N/A T L : 16 PGA : 0.51 PGA M : 0.611 F PGA : 1.2 Ie : 1 C v : 1.358 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Oct 04 2022 Page 2 of 3https://asce7hazardtool.online/Tue Oct 04 2022 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Tue Oct 04 2022 Project 0' 0' .Y�Project No. Qi g1.a p ❑ Page of Subject Phone El _ ❑ Fax � WithiTo Fax # ❑Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo N 1 DOF Frau".'r,, . Sez bnerca,I( X Red -8��1 HDR 4 aDR b � CZEb-1y5 Ju�sSs P1 �:�ac C.�r,`�i a� If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors tfnR 7 ' '{ a 1, y? 81, 0 El Pae of Project Pevr�,e_'f %� �t5 w1 c w, project No. Subject Phone ❑ Calculations _ _ Withfro Fax # ❑ Fax O ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo �e5lgh �fi�eriu� � 2�o1S SBL AAdra55 , trg W iJ,, Nvc, lc, 4M WA5�);n eve Loi} kvd, ; �6,`t4zbl Longi}v de �72,(val}15 565W4 $5 1.7,B8 Rkv b0JggrJ 11 .415 S;j' ck5 D sv' - 046 5D c p Sos = I 31 SIS. 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Civil Engineers Structural Engineers i Landscape Architects Community Planners Land Surveyors Project IVPJhier (014;" �,l Subject WithiTo Address Date Project No. a a x,9781, d, 0 ❑ Page of Phone ❑ Calculations Fax # [--]Fax ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By ❑ Telephone Memo ri �5e 11'18 RED I-65 Joisis P* IE" Q� .� Dist # � Desiyn k ED 1-65 Je15Ts AT ;64" oc NDR 1 W�11 OL = lv PsF 1�•33= 163,3 P1F DL = t15 Psf • ,b6'� + (13,3 etF = F73i7.PIF SL = (�5 PsF 6E'� 11„5 elf 5 —6 oR SR Remc+ 361 # i 33 #) 4.5 rr Hy -PI L L' L : VS' �G = 173,E fIF 5L = 16,5 ?JF 52 C3) �i 8 Keac��ov�5; ('til #1 3q #� TL = X50 # 4 M?, 3 T�pi �1,l� hL = ►u 44VF , I�,` ( ►J =jp�at R1F t 1� la� U L - ►�+Q t�F C 4iC �5'i �37 Q►F 5 Pe,,4;0v�5 C5'10+140#) TL 963t- Lg 4.5 " If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ;i 'J Civil Engineers Structural Engineers Landscape Architect; Community Planners Land Surveyors Project Qrewi �v (,o`I!51�r f��w, Project No. L1,0 -7g1 �� E-1 Page of Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Tw u�,4t671/� a3.��' �'�l = ai,�l' L� lel gall oL = t0 PsF �l - 1Q PAF DL = (l5 -10 PIF = Ilfi5.b5 tlr u �Se Gl- 511, � td�c! = 65D ysi DQ S R Rcuoa113# I it 5,1zs1. 1,15 F� = v,1, 9, a 6, f 51 �v}-oF-YVgn� N�Jitj Land checF F+ -loot � Uji = 11,355 AoV din ly\}CfgC}IBY1 G�1'��C RB 1 - 1,zn6„;,, _ (j,�,o • 9500.00 P4� Rei Ia,3.81 Fbl J 0# 1`f6k,3a.Ps� 43.35 Ps, � < I.b } _ _ = �18y.`II Psi 38yoP51 HOP, `1 Dr5OV) VIU11 DL 1a PsF 1 x,331 = 13,3 PIF �� 1•�,l DL = 15 tIF � t3�§.'� PiF = 138.3 elF (fie A(V�q �5, �a0w 5.0 ft� 7L = 3UU 3`10 �ha'5N' _ _ , III 1I q,5 n If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ,. OK Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project r,,, ,P,y Co u5ib ,jr1 Subject With/To Address Date Project No. Phone Fax # # Faxed Pages By M $ - - DL 5l = �5 SIF GG 5`1b" la'` R�crc#ir,VS: (14 #I qe Yk 154 t5i _ , i�{5 !/ 5, 1 LS << �U+-Ut-Ptah2 vJ;h� Loud C1neG�r� zaNe r ❑ Page of _ ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo , 2135 F.ts — B� V) DV) �eu�c�i,`i� ihier��on wi11 be be7o� t)t�i�� of H y k °—w ly.0231 L =' I Wa,l� 17( = to Q5F : DL_ = t5 QsF �Q.U83� _ �1�1,a45 P1F GL 511 x ld'i R,cac�iohs; (3oK� } 1 4915 #) TL WL = ti.=55 QsE • 10 _ $6.8 flF Fea = 291,41 Psi �Ba - 3$40 hi If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Pmiart T+QwlBv (Alkim awn Subject With/To Address Date Project No. Phone Fax # # Faxed Pagea By b2.O181.�i+i ❑ Page of _ ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo NDR IS j?esi�rl ZZ TooF rw�„ V �js 45F• � (1� qs� $•as3�1� } (io fSE. 1s`) 315 PIF LL = 1� 5 P5 F • = 30,% PtF 5L Po �9e CSL S ars ( 1.11 Lp, oR sR 30gy# Reac}i0h5', ( 7,15$ # 1693 # , 311N 11DK tl Ue'IIVA (9rm;k's ) X F L G' e•3� _ "J _.t, rooF DL = (15 PzF, I + (lo Y'f t5') = 115 PIF s 15 �s� . k' : a,s ff Qv = 106 # TSL = 6139 tk @ x 8,33r DL = 11 5 1 I E } �5 esF • l�� lSo P1p 5L = a,5 e1F o� : teo c1F LP,=119 # 5L = zs eIF Dt_Ib5 Y1F e«=�610#i LL =I1.5 YIF $L I. W t) l- 14 6I # Lt, -- 5L 5L = Ibl -C L. 4331 fit 1a,,im DL = 196 Tl. -�ao53 #k L 6 = I,-] 11 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors b 1 11 11 r 1,6 . �lIti�,x62s� - 3)gj'] v 5 G L 5 11, x �'� Fey `. 1;Xs r F6 _ �,q•Ba f5i - Fbi Fb = � i7 ,o, �,b X51 = Fh, If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project I-Ctvv}1tf WlisiW 10 Subject With/To Address Date Project No. x P1 17 �1, 7' 2 ❑ Page of Phone r-1Calculations ❑ Fax Fax # ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By ❑ Telephone Memo )< F C O 1 l. 6 Ll I I w � = a,�.�s CSF • �, 5 = l� � P1 F Fel„ = J7 5i X51 FM—t _ fd� i �e y8�o KoR �� g_5i Yv �9rtnVij'�j� � = �B.a-5, D� = t" P5F • 15' c Iso riF t4.3i� GL 5�18u y Id Qa54e5 #) TL4 t� Fiplt ld, oesEy,n <vJ�hd� WrtaO:" A! 3a 8( � & W qma 'oh Ni 3A: 3b� 4 �—Y,IV,I -:� �5rj 1(f; Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors X -E � O � 13,5' � � wr�actiaK q} �-5 A �•��i VEL = j7.35� �5F Z' _ 01.35 RIF VJreoc}i9lti %} 3.0 A 1,945 K Vel L= �,�.�i5 f s F �1•�1� � 7.31.1'{ YIE If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project w e.w,ier (11 lk'100 Yelm Project No. 07e1, d D ❑ Page of Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum IBM Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo �� lb Design oL =1o9,5�IF LL fa: rlF 'r �fi.9147' LL "DR 14 Desi DL = 15 PIF LL = IY5 Plf DL:Sd� � L = ll9 vt.ls e5F 3.I� `?� PtF 6,5853' —� 11 e �Se GU 8'_ Noe is 5tt;�ger �ernctiVrS �,ctiars \;J LL,:- Lts 1Q13 � I oL_sa e1F LL =bso tIF nr LL = 51°4 # T'� If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project Yftwn;cr (,ollis�oV e�w Subject With/To Date Project No. — Phone Fax # # Faxed Page By C m; N' `'M� h— i 5 0 k5; ,2 J-101 at. 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Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project YPe-4f Capiswy) It Subject WithlTo Address Date Project No. 2 2 a, 07 81• Z 0 ❑ Page of Phone ❑ Calculations ❑ Fax Fax # ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By ❑ Telephone Memo 1J'JaA& k Sec �Vv 'SIC c OCW � 511aw vQLnl��,�s v�la�.t 2 vJali u Vel v,ll � 'W� "Il I up S.� p, 01 �lonr }0 M-LTAxihC of - 9,5111. - l.al I =05 P,Frr. `1.O t (15 PsF • �,5,) 1- (15 i'F- I`,) = 3(PO PIF 1 d9 t meTT-. V34 sb9 LL. = IZ5 fsF '1.5 - 50i. " TIF SL = 2,s ?SF vJ� = a'm; TSE DF 5TVII5 AT I6" oC ltr��5o 5L : ISo #f vJ� = 18.b PIF 5 x.90 �6 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. iMid IMM 1,� • Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project CItt;5161A `"Iv" Subject With/To Address Date nQ,11 1 VoiIV%" tAcL-L-to-100F 1 a 15 / DL= 13 M-4.,'• 5 = Project No. L, 1, 9-7 q), 9, o ❑ Page of _ ❑ Calculations Phone ❑ Fax Fax # ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By ❑ Telephone Memo 115 f4-4.6'. I. -W 7. l50 TIL 21,45 15F • I.33' = 28.53 QtF dwax = '440 = .151, > � _ .q m H 16 1J 5e OF *a, 5tul5 at ibis OL Wa1� � � �e5i5r B� �h5�ec}ioY7 OF 02, �} �(," OC i5 suFFicleht y�aij 3,4, � 6 Dt'5j9h = t5.w / DL = 5L = 15 P5F. 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THANK YOU. ;ilm Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project ITP611 LOW*60h el �•� `� a � y"t project No. i a• O 12 1, d 0 ❑ Pae of �� Im _ ❑ Calculations Subject Phone [--]Fax With/To Fax # ElQMemorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers 01 [ DL 15 QSF �' a— - 33 — �{ p - 7 b Landscape Architects i l = 333 VJ l_ ' 11,_l F 1 F Community Planners n �,x6 DF fJa.d� a} lbD� Land Surveyors If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project P+� rn e� Lo 11 i 5 ah 112n Project No. 2 a 2 03 Bi, a u ❑ Page of _ Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo \HOM �on�i�� t7e5i0.y1. 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Trimw\tr S}dd5 R �5� (5) By DF NO.a, (3) Rill HDK $ (-dgMn Doi ❑ Page of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo ;I omAM 'kin Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Y - a - 14,66 K > Lg = ,3110 L 3.5/' e Use W N I,-15" x 5.5// LVL (4) FVu- 0516HT Hvk 1-10 0e �n�l = t�-ozS�` — �.�� '� �� , , illi•, 1„ till wtr- 17,3 P5F 1' } T) _ pu3 ' c1 - Passes ' 5C (3) BV oxo DF No,2 F 11 He19111 Un;fiy 1, 008 'ti- 1, 17 UI( If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 351 Is' \A1L r ��'JShIh� LA�a[i�y OF b�.auYt = �l,-1�`��•�5,5��(15o esi� = �.2:� 1{ p, (kl 4'lwl r s+�a5 Y - a - 14,66 K > Lg = ,3110 L 3.5/' e Use W N I,-15" x 5.5// LVL (4) FVu- 0516HT Hvk 1-10 0e �n�l = t�-ozS�` — �.�� '� �� , , illi•, 1„ till wtr- 17,3 P5F 1' } T) _ pu3 ' c1 - Passes ' 5C (3) BV oxo DF No,2 F 11 He19111 Un;fiy 1, 008 'ti- 1, 17 UI( If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project M041Lallisioh yelw, Project No. ❑Page of WINO Subject Phone ❑ Calculations El Fax WithiTo Fax # El Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers (0WV'1n at Aa ,5 Oesi�yl Structural Engineers Landscape Architects �r 5, 13a, + o h = 5.d3z Community Planners HOR IH rcaction5 �IOR 17, rcac�i6h5 Land Surveyors w' V- = Llgy V at �, _ $,15' p & 6) (b DF OD -L DK C0�dY,W {7-56rtt A3 vo Sr w = 11,45 esF • (1.33'/x,) = 14, d ley TIF 4 �5e (d:) DF �C;31A} c('i5 ,Y,1 CaQauV� = 5,3o ? Mut 5x1Ul = 3,15ra j( I_b = 3{i4 4 450 psi 5,12,5" \j 1 ffly'\W+ef Siq 8 Use (3) By 1�6 DF HDI t` C1111VWly, Oe.54h {13 Wt`_ X1.45 PsF , ii"q ]"''1 = 138.53 QJF vSe_ Ca) av a,�� of M1ia.a. FJu HC19ht Tfv5�wt4 CagaCl%v� = S.�b3 K > 4�07 K J � sw,.K _ .5 - Tri P) Bt aY,� PP H0.a. d= .4131" � ,5t' UK If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project travhiar WliSim Subject With/To Address Date Project No. 14 01 E I. � 0 ❑ Page of Phone ❑ Calculations ❑ Fax Fax # ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By ❑ Telephone Memo Gt 065 'kng GUQa6 f} -- 5.36 K Max a�'k = B.a'tl Y > 5.sb3 K. rdC� i 5e (0 Stvds DF tJo.� C� FvR Neij6t NR 15 co\1" >, : 15 , LP = 3,11'1 k VJL = 5 Q5i- Ii � P ( ESQ, W �U IA 6 OF trio. a Fdll Kei�� 0rv51ntw� GUQautJ = 5.363 K MUS o.Riai = 5,951 � > 5 c Cad trivnrr�pr 5t\)45 5,363 t(� Z = lo.7a 6 K > 5,454 v! oK < 3,. s� CSU Bu 1,t6 of No, a, (3) Co v,Mv1 �„5 B _ De,S i vi =15' 5� = 1.1 u + LR - 3.11H � t• ,7-I I X — 3.�Q�j K hDR 15 Hb��►� w L = 5,1; I U1 - Use 6x6 DF No.I 0V �vtial, = .15'J (3) 6v Z X lL riF Nr,. V_ � � r dW:✓ x �as5c5 1oyrya_ DP5�4V1�2.F SCc EY CtCUt( pt. 3.914 LV V5 S R= 11 X TL 14,1MIr '� r l vJidth - 5,9� Fez _ 2.45 — \)5t x'1 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. �5E `� �{ x 1-� �NC�) 5 �R �j��r'E P �nllo� 0� FTS Civil Engineers Structural Engineers Landscape Architect,, Community Planners Land Surveyors Project l«w i�r Col�isi�yr YeIVn Project No. z zZD I S I, d 0 El of _ Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo NDR 11 �o`�WtVI Desio�yt 83 h = IOr 5, fit_ = 13.53 YIF crvsbih� «q 3" a (4) HDR lb (,U\vy�v. ��Si9vt Lr = l,et3 K WL = 5 t5F 1,33 = 11,03 ctF ,b If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. NJ l OdN Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Project �rPw,ier (,ollis�oY, yely� Project No. z�d,o781,a,p El Page of ;i1. 0 Subject Phone ❑ Calculations _ _ Withlfo Fax # [I Fax El Memorandum Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers �V\ Teq 1\�,i6 Edi sl JuLt A Try55 Rtor-t A5 Structural Engineers _ Landscape Architects E_ Community Planners 1. Land Surveyors { Max',lo�s-t ReatiFiOh _ ��,��4 QEF• �,��•$.$33' ��) �x - tt0,�{i � ' -� _ �C�� Q1u�e5 Fui,l }rv55s51 ��ce s}vds_c�t �,q'I a� Above s�eh�y�ys Chcc�{ S�vdS Gt _a,4�� __OC .abode aPeYt4t,,�S— /;,40 5L = a,5 t5i- ' vii = _a1$,rJ3 vj� If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ott�si�� (e�Vn �17�0181.� 0 Project r�w��r � project No. ElPae of M641 ❑ Calculations _ Subject Phone [:1 Fax Withrro Fax # Memorandum El Memorandum � Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers La�0ta� DcSi�y : �+ve>rtrnyV�D_GSi�ut Fir ��oF Structural Engineers (rooe Jvrc ror �e�eYW irin J _ _ e Landscape Architects 'Waits_ 5 o<Nniv� E�sfi-'�J�s�_ Community Planners Land Surveyors 15 t to5.39� � . 10 7, ASCE S3,1� t I 33 1, If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. C t� n cl �dZ�1S3•�r, ❑ Pa Project �rewlie.r at 5 o i ,�n Project No. 9e of Subject Phone ❑ Calculations MM _ Withrro Fax # El Fax Q i El Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers El= 141..g1 YiF Structural Engineers Landscape Architects w _ tb0 e1F � w = 9 6 K Community Planners 6.13'1 K Fili" Land Surveyors 6 p 0 p v> 77� 7 W � -�- UJ 14 Psf . � 2 Op P{F ��'mCN041Ve� so.Ases ' l, _ :.Isg�)(C1s tF• l4Jv') — ! to ►sF• �)� C 1,3) = a� Y1F ��E= C.1S �i��15PsF�E9') +Nk, 1, f F)'+ z'101S t _(7.5.l0 P5 F), j,3} alb iIF + X86 tlF W=t.41K y�a5,$K E=.3.89..1( yJind V � M DiQyrutin 4345,6# 21.v f 6' 3b 41t1F I tt v,.Ft S�yQ,�.�} 3•a4Y1F 17013.2 te13lit •f+ 4383 ri r If this does not meet with your understanding,; please contact us in writing Within seven days. THANK YOU. Project IVe-V, I Co kioO it�wt Project No. JAJll 2$1-11 ❑ Page of Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo F 11, vvtl Via°r-myl Civil Engineers Structural Engineers _ 3,a7 m G. '5 QJF Landscape Architects Community Planners Land Surveyors a4.°tstlf 5313Q ��ft �,.Sq tl -- 74.6 P1F F- fV _4iTeJio�1' _loud:Vl 6408:#1J1a-1 11F 1f I l I b #3 ly4 # IV 10 fl 134 tv 1.5I � '.88.39 FlF 7, rIF lot tk-4 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Cf � � _. _ _ohros Land Surveyors v 5eOve bloCY0 0133,11 A� A_ _ f,Vcd_ el oiO04 51-176 wllod 6" O O;aphr�o�wt Dcg�9n; EW ��r�,tian r CF, _ �y�,od, lig F�� sa.wse3' -....1470.,..6 $'� _ Cvl��Wt�t�) Seismic (,uw•}rq�5 TIF PIF) jfWA tti In uo E-vJ �rrcl;�h o� ,na gejsw� Loyl�rals gc3cq' rq , 6=3ab.1a53 I i i { u,} L{' '.J1'Zy'Y _ 5tvJsp,} IIn��_2C_ _ igks 5 0- Gl_ If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. +5e LT5 I I AT H'-1)" oC Project rn' r ire_ i e ; ' i Coll si o e�w� Project No. � M7$1. � 0 ❑ Pae of g �� I� El Calculations Subject Phone ❑ Fax With/To Fax # El Memorandum � Q Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Dia hrm 4;00 Prue W Structural Engineers CFS-� (n01i2, � • F� /4b Ft = i307. �7. � �Vl�iwlate� 1NiYld (0�1}rn15 CmSe �; E = q8.5� PlF (5lQ PI('� - H5b Y1F Landscape Architects -050 TIF) _ 314 fIF _ Community Planners V,j - 36.11 QJ[ L .S ( 1,00 `i510 PIF CF ivl N'.lnor �ig(tira9r�. Cf � � _. _ _ohros Land Surveyors v 5eOve bloCY0 0133,11 A� A_ _ f,Vcd_ el oiO04 51-176 wllod 6" O O;aphr�o�wt Dcg�9n; EW ��r�,tian r CF, _ �y�,od, lig F�� sa.wse3' -....1470.,..6 $'� _ Cvl��Wt�t�) Seismic (,uw•}rq�5 TIF PIF) jfWA tti In uo E-vJ �rrcl;�h o� ,na gejsw� Loyl�rals gc3cq' rq , 6=3ab.1a53 I i i { u,} L{' '.J1'Zy'Y _ 5tvJsp,} IIn��_2C_ _ igks 5 0- Gl_ If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. +5e LT5 I I AT H'-1)" oC 3�b- 1qq ke.ti -!oSx � C ■ Project Qtew.�s,, a11`s;�,; ",-A Project No. 112,1111.J.v ❑ Page of � _ M Subject Phone ❑ Calculations With/To Fax # El Fax Q El Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo _ ��° e{F � Civil Engineers �—�1586��C15PSFt(a.5•iJ,Sts{-))•�4,1b� t (IrQsf.ld.,5.�� i a9LeiF - 337 qIF Structural Engineers Eq =1�9gF Ee- _�- �3 - �.15gb��<N4.d5•b.Sg`1� t �Soj = 9'?.�5 ?�� +� _ y�U �!F C / - \\ Landscape Architects = agi.yl PIF t� _ (��o;'(�°.z`-`y95J �t 3.69 336,7QIF Community Planners s Land Surveyors L d M `o r Es _ IDB tlt {L33 fi E3_8gfl6_ r- h �t,ti6;k � E =x33 K yJ r.c .J $;M Gi yruv� L4!Or� FOfCC Svywrlmr° 05,15 t!F � GF1F'W 150171 d}. �T, 76.3 YIF 1og.�4 t11• _ Cf3E = `13b6 # J 1,.58'{ (�r�3.1�, }� _ CF3,., _ .1335 t$- If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 5,01, S W 1 QGSI Y tzF�tlati�} �otsF.15'� = 156.75 tl[ �---� _ —` �--�----- J _ __ a ro •.8 LVL � �� Ve = ►.°4� K��lo.5� 25, 13VlE 4X1°16 e1F E= 1.66 DL-��.af PaF. �18 is •1� 'i�1,i, tIF • v s e m g1a . . w=1.111v LVL D -T �._, �tlr�t � M R = , b) (a5 b, a,5 t1E) C'io.s' � ( � ►2„5 ' — ya•a.a KFk If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Im Project YPcHn•eY 64111'541A y � �M f ProjectNo. x,11 0� 8t. ElPage of �' - El _ Subject Phone ❑Fax With/To Fax # El Memorandum Q = Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers �imtlnra��w1 )7�5i9v1 Structural Engineers t a5a �; E=_lvs.ly_tIF .S•N3o eIF = 3y{ PlF ou Landscape Architects W = �S.iS 41f <_,S. rwG t1F = 48a Plf •'• �K cool 4: E;= lbs_ tlF < 34H flF,', UK_ Community Planners Land Surveyors Sw � SWl 5,01, S W 1 QGSI Y tzF�tlati�} �otsF.15'� = 156.75 tl[ �---� _ —` �--�----- J _ __ a ro •.8 LVL � �� Ve = ►.°4� K��lo.5� 25, 13VlE 4X1°16 e1F E= 1.66 DL-��.af PaF. �18 is •1� 'i�1,i, tIF • v s e m g1a . . w=1.111v LVL D -T �._, �tlr�t � M R = , b) (a5 b, a,5 t1E) C'io.s' � ( � ►2„5 ' — ya•a.a KFk If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. lo' ,6w>.1E MOT b 09.05 V) (W) MR �6)_CI'14,>S flF)�4•g16�) 04.116114 L 3015 } — �se_ HDV;,.5 SW1 OGSiy� ►o'_ 6 ,6W 7,1E Clot 3.015 - v5e PV�Z If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ■ Project 1 Y'2VA If Fa ih l et l e l^^ Project No. 7 I. 0 7 �1. } 0 ElPage of _' ❑ Calculations _ Subject Phone ❑ Fax With/To Fax # ❑ Memorandum O Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo g,AGV aF eqvelbQe tok"IfJ'A Civil Engineers lg 1� 5�et'a9c jeAA 10,J' 15 £�.tVVdeq �V1�YMoT_.M(Z_� �$�� Structural Engineers Landscape Architects Community Planners \1E / $.oQ3' _ z9 a ttF 49� elF w 4.95 x ttLand V. = $�D6"5 = �� ( RIF � Ie� 6 YiF Surveyors lo' ,6w>.1E MOT b 09.05 V) (W) MR �6)_CI'14,>S flF)�4•g16�) 04.116114 L 3015 } — �se_ HDV;,.5 SW1 OGSiy� ►o'_ 6 ,6W 7,1E Clot 3.015 - v5e PV�Z If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ■ Project IrcyAiar Co1Fi5 on Yellin Project No. aa2 0781'a ❑ Page of ❑ Calculations �t _ _ Subject Phone El Fax With/To Fax # El Memorandum O i Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers LV L A- Structural Engineers -10 T1 4b`I6 QIf Landscape Architects a v St Community Planners ' 1 F > , C W Land Surveyors MsT = (10(1.41 4_CaS�)_ _ f C7, O,66 (10 _ 33 K,F� J` R _ = X16,98) �'Vt MR>;MOT �'_No 6W-4VVJYA 'rea _ SW 5 DeSi�n— b� =�15 esF•�5�! } CIo psF •,1S��_4 dsR.iS YIF w_s,eu 4.851 V/191 _4- '196 eIF VL, �1-1•b__ tip v,r = 5.$ u 110' = aqo 1�� < 6q� v1 _— w toy VJV > • l E Mes (b)(SA 0 vqg t-3,4411-' ; 1(,,4583 Mr, = ( L) (4,58,`fs P1f) (Io') (� 0�-3.5>♦1]�� = 51,1 1(•Ffi AQT -MK tby5gf_.5' _ USe D'IT1z as Hotd'a4Wh i Or _ _��T1�„5 840 it > b i.g3 t$ ' —"L41'. % a.3e5 x�lbusa;' =_1'13. 11E 4- '196 tlE JE MIT M�, 51.1 u, Fl { C.6)Cya,.6r1F)(Ib.4563a� - X6.38 V -F} �g1iF} = 1,p�� U, VSe 4iDVd.,S 1.019 V, L 3.G�15 1� /• 0 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ■ Project Q1�wieY Co��iSi4u Ygt� Project No. 'Z��07$1 x� ❑ Page of _, El Calculations _ _ Subject Phone El Fax EM With/To Fax # El Memorandum O Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects W'c 4.383 x Community Planners ao, Land Surveyors —77/ f 3,8� u(�4.�s = 15�.d e1F 4. `16 itF w = `i,3431i�14-15' 111,1 P1F < [fl°lb SIF 1 v5c_ 6 MOT _[�; C3.e9 g)(ao') 5y,`+6 K'F 1QliF}= 1`1os,-YAR felb,5 # < 3015 ' v5e 5ivg� HOUR, -►f� a FT 3 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project Prcw,�tr Co11�51a� Ye�w1 21 D M. ❑ Pae of Project No. d l 9 M� _ Subject Phone ❑ Calculations Fmw_ [:1 Fax With/To Fax # ❑ Memorandum O H1 B] L Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers S W . G F 5th Structural Engineers Tatat ick}1, =__a x,15' w Landscape Architects Qier _ ler�h = j5,15� s F =(,554 V Community Planners Land Surveyors �ier 2 Fi25i�h 9l-_'13�.41,P1F DL � 5�5.'tl. PIF �6-15, alb YLF f -lb PfF t �5e b l5, b bl' f'1 or = (��H.53b K) (15.bb1') = t1°�.14b K•FL I--11833� r 1 n,1tl�� MM1 = 3l. Dal }� • F} VQjiFt =119.196 - 3�f.081 � D3D Uc 5os.t x_ L - � X15 t bw MST = (,l}(a.ol��) (15.6��) aa,tl K,F� r 7k g vSt If If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ■ Project efcw;er C��isioM i�lvn Project No. a�a,o�et;�6 ❑ Page of Subject Phone ❑ Calculations _ Fax With/To Fax # ❑Q ❑Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers L�.4ra e5w�; ooF � cF1 Structural Engineers r �F3 Landscape Architects cy Community Planners j f_F3 Land Surveyors L-s C F 1 z:Iyl �, = z c� 1i� • �,b = la(p Ib(rail R5o VT too= 1.60 LV tla" �bL. Q L1DD p ----------- at — _--- I n Q CIA �c v2 �-v cF3 F, cry �F3 = X335 �dl4.�i 1 QK JscP3_ �cF3 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. i o i �e�w 2'Z 0181, 7,U Project Pr�.v� o.r (, 1115 oh Project No. ❑ Pae of g El Calculations _ _ Subject Phone ❑Fax With/To Fax #— ❑Memorandum Q i Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers V�Fi G1ne.�� 1Ca5es �y1�er2 11Q�iF} i5__�v55 ��u,r I,�Oo #_ wi�� bC_tj��7e� �tY�Ce_�y !�� %ec?ttrk� Structural Engineers � e Qh \tor bol}5 in, SuFFicieh Landscape Architects S'Ul I y �iF� G�nG4i� Community Planners l - / VdrtS = (ISO Pc�� (�y�lbl � � � � L5 F}� = 6� S�5 �' Land Surveyors 6,315 k > )tio 5kec4'1 F}, fety�ite�; SY�ia. Vft;Ft C),eci� � �cF� Cl5o C a.' 1.5'- W c+g = p ' ox -� Ivl 9�2GA' Fco�i�t�zl''V 'e 5WJy1I11Fk Gtiedl �1JFtg = C�Sa R�F)_C�.' � ►,5� �_I�„�5�) = 5.5 k ou If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. y Project �Ye.Vyti�r Co�ii5io11 v YV, Project No. aha , r 78E, cZ� ElPage of 13'' '' La b ❑ Calculations _ _ Subject Phone [:1 Fax With/To Fax # ❑ Memorandum O Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers 1 1 �✓ Structural Engineers M c z� rn ,� n e C 9 i i a h _ --- Landscape Architects Community Planners Land Surveyors $q e _. Desig�� GF MB �sn'nE��iUv� }o lv, riw� T4 _L = _39 o'/dolt NDS _Table IaB DIA MB 1 - NOS TA JIG o' Z11 = Woof boli Nps Ta61e JIG _ 1 } g =C�yio •a41��/(141t?co5(g5"a �41o5i„(4s}3� _ ��87, "blit ,ztl, 7L I I ZH _ If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Nil Project Qtem Zt. Co�liS o� 1elVA Project No. ' AA OIL J O ❑ Page of Subject Phone ❑ Calculations _ With/To Fax # ❑Fax D ❑ Memorandum Hj B] L Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Cuhap �esi n Structural Engineers AVC r ��Z f h i�; o n Landscape Architects Community Planners Land Surveyors o o e Z dans e h d = S y C �roYr1 O P) 7 - 1920 t#lb& NV5 1(411, 111 Z�aq _ _I9anIbol} a eons =_a6yo #$ > X300# oK l�esi�n of MB_Io�nectioh b�W toa yi„d a � 5am�_ cie5i9n _gs (�eti2o,Vlil�g Conti;}ip� 0 �1 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project ollisi jr�� C •r, e.�w� 1112 � �rojectNo. � t.�U ❑ Pae of � W''_ _ ❑ Calculations Subject Phone ❑ Fax With/To Fax # ❑ Memorandum Q i Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers _ Structural Engineers 5�„kGP�r� vJNli ' Cunoe� r �l 13 _ $ Landscape Architects Community Planners Land Surveyors H - �eSi�jV� OF N1B �4hYleC�i6Y\ a 5oW1 _�o'v_ a5___Vlorlh ryl W611 Uesigvt eF C9�ncC{ien `j,rl vod stud {(NiB B SAyd�c c�u5��h U5 Cof hori�nerh_ wH�� _ (dhai{i0h, If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 1cy�li k5 u" �J 7Q 1 . 0 ❑ Pa Project �`� ��0�� o Project No. � � �° � � 9e of Subject Phone El _ With/To Fax #— ❑Fax Q ❑Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers �NDI�IG FRAM1fJ6 Structural Engineers Landscape Architects Community Planners C1 ca, — —�— — Land Surveyors j I BEAMa, C3 '0151 1 BEAM i-3 0�5�9n Ci L4 De5�9�t 1AJor5J Cu5c _JoaJin i5_ of begv� h -- �� b� �� = •5 �� , � LL i0 PsF 1 (tAl) 606.41F >_R = �•Dd K --5 W 1- = N1J �asSes-! a- 15e Cyd B� � �L_VF tJo.J. oR Rcq�}ions (3d l_#i JL X341 J�15T_ t)esl�t� C� � C3 Des�gh 4 _ 15 e5F_,_1.33' =- to Al V UL = foo c5t -�.3 ' = 13� _��F �R = y•oy K a( cmc tS I, w►-d,.5t = �o,�i of .6 4 1 of e0,5s�5 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Type: MezzanineProject:Project Location:Premier Collision Yelm Folder:Folder Date:8/7/23 9:50 AM RedSpec™ by RedBuilt™Designer:ADM v7.1.15 Comment: 11.875" Red-I65™ @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Design Allow.DOL Combination Pattern Pass/Fail Shear (lb)58%1307 2255 Floor(100%)1.0D+1.0L All Spans PASS Positive Moment (ft-lb)68%4573 6750 Floor(100%)1.0D+1.0L All Spans PASS DEFLECTIONS (in)%Design Allow.Design Allow.Combination Pattern Pass/Fail Span Live 95%0.333 0.350 L / 504 L / 480 1.0D+1.0L All Spans PASS Span Total 53%0.373 0.700 L / 450 L / 240 1.0D+1.0L All Spans PASS FloorChoice™ Rating: 9.3 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%)1167 (100)1167 (100) Dead Reaction (lb)140 140 Total Reaction (lb) (DOL%)1307 (100)1307 (100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in)1.75 1.75 Req'd Bearing, Stiffeners (in)-- SPANS AND LOADS Dimensions represent horizontal design spans. 14'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%)125 15 0 16"Glued Floor Joist NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Deflection analysis is based on composite action with 24 oc (23/32", 3/4") sheathing, glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. Q:\2022\2220781\20_STR\NON_CAD\CALCs\2220781 Joists.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 8/7/2023 9:50:22 AM Project : Folder : Mezzanine Page 1 of 1 Type: MezzanineProject:Project Location:Premier Collision Yelm Folder:Folder Date:8/18/23 3:30 PM RedSpec™ by RedBuilt™Designer:AIK v7.1.15 Comment: 9.5" Red-I45™ @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Design Allow.DOL Combination Pattern Pass/Fail Shear (lb)75%1190 1590 Floor(100%)1.0D+1.0L All Spans PASS Positive Moment (ft-lb)70%2529 3620 Floor(100%)1.0D+1.0L All Spans PASS DEFLECTIONS (in)%Design Allow.Design Allow.Combination Pattern Pass/Fail Span Live 79%0.168 0.213 L / 607 L / 480 1.0D+1.0L All Spans PASS Span Total 44%0.188 0.425 L / 542 L / 240 1.0D+1.0L All Spans PASS FloorChoice™ Rating: 9.8 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%)1063 (100)1063 (100) Dead Reaction (lb)128 128 Total Reaction (lb) (DOL%)1190 (100)1190 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in)2.31 2.31 Req'd Bearing, Stiffeners (in)-- HANGERS Model Top Face Member Header Size Left MIT9.5 (4) 0.148x3 (4) 0.148x3 (2) 0.148x1.5 Glulam DF/SP 8.75x34.5 Slope: 0 None, Skew: 0 None Right MIT9.5 (4) 0.148x3 (4) 0.148x3 (2) 0.148x1.5 Glulam DF/SP 8.75x34.5 Slope: 0 None, Skew: 0 None SPANS AND LOADS Dimensions represent horizontal design spans. 8'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%)125 15 0 24"Glued Floor Joist NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Deflection analysis is based on composite action with 24 oc (23/32", 3/4") sheathing, glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. Q:\2022\2220781\20_STR\NON_CAD\CALCs\2220781 Joists.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 8/18/2023 3:30:11 PM Project : Folder : Mezzanine Page 1 of 1 Type: MezzanineProject:Project Location:Premier Collision Yelm Folder:Folder Date:8/24/23 10:10 AM RedSpec™ by RedBuilt™Designer:AIK v7.1.15 Comment: 11.875" Red-I65™ @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Design Allow.DOL Combination Pattern Pass/Fail Shear (lb)23%527 2255 Floor(100%)1.0D+1.0L All Spans PASS Positive Moment (ft-lb)26%1734 6750 Floor(100%)1.0D+1.0L All Spans PASS DEFLECTIONS (in)%Design Allow.Design Allow.Combination Pattern Pass/Fail Span Live 23%0.077 0.329 L / 999+ L / 480 1.0D+1.0L All Spans PASS Span Total 19%0.123 0.658 L / 999+ L / 240 1.0D+1.0L All Spans PASS FloorChoice™ Rating: 9.3 Performance rating is based on: 24 oc (23/32", 3/4") sheathing, glued and nailed, simple span, rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%)329 (100)329 (100) Dead Reaction (lb)198 198 Total Reaction (lb) (DOL%)527 (100)527 (100) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in)1.75 1.75 Req'd Bearing, Stiffeners (in)-- HANGERS Model Top Face Member Header Size Left IUS2.56/11.88 (10) 0.148x3 (2) Strong-Grip Glulam DF/SP 8.75x34.5 Slope: 0 None, Skew: 0 None Right IUS2.56/11.88 (10) 0.148x3 (2) Strong-Grip Glulam DF/SP 8.75x34.5 Slope: 0 None, Skew: 0 None SPANS AND LOADS Dimensions represent horizontal design spans. 13'- 2.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%)25 15 0 24"Glued Floor Joist NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Deflection analysis is based on composite action with 24 oc (23/32", 3/4") sheathing, glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. Q:\2022\2220781\20_STR\NON_CAD\CALCs\2220781 Joists.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt™ recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt™ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt™, RedSpec™, Red-I™, Red-I45™, Red-I45L™, Red-I58™, Red-I65™, Red-I90™, Red-I90H™, Red-I90HS™, Red-L™, Red-W™, Red-S™, Red-M™, Red-H™, RedLam™, FloorChoice™ are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 8/24/2023 10:10:13 AM Project : Folder : Mezzanine Page 1 of 1 Project Information LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Premier Collision - Yelm Detail Shop Description : Address :108 West Yelm Avenue, Yelm, WA 98597 Project Leader :ADM Phone :eMail :dmceachern@ahbl.com Project Notes Fax :253.383.2422 253.383.2572 New Commercial Building I.D. :2220781.20 Project Title : Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 1 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1732, S = 0.01650 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.113: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 11.62 psi= = 969.49 psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 162.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.072 : 1 3.401 ft= = 109.75 psi Maximum Deflection 0 <360 9627 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.113 0.072 0.90 1.200 1.001.00 1.00 0.36 109.7 969.5 0.25 162.01.00 11.61.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.097 0.061 1.15 1.200 1.001.00 1.00 0.39 119.8 1,237.8 0.28 207.01.00 12.71.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.095 0.060 1.15 1.200 1.001.00 1.00 0.39 117.3 1,237.8 0.27 207.01.00 12.41.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.038 0.024 1.60 1.200 1.001.00 1.00 0.22 65.8 1,719.8 0.15 288.01.00 7.01.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 1 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.394 0.394 Max Upward from Load Combinations 0.394 0.394 Max Upward from Load Cases 0.361 0.361 D Only 0.361 0.361 +D+S 0.394 0.394 +D+0.750S 0.385 0.385 +0.60D 0.216 0.216 S Only 0.033 0.033 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 1 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 2 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1732, S = 0.01650 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.160: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 2.375 ft 14.80 psi= = 969.06 psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 162.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.091 : 1 4.161 ft= = 154.76 psi Maximum Deflection 0 <360 5749 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.750 ft 1 0.160 0.091 0.90 1.200 1.001.00 1.00 0.51 154.8 969.1 0.32 162.01.00 14.81.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.750 ft 1 0.137 0.078 1.15 1.200 1.001.00 1.00 0.55 168.9 1,237.1 0.35 207.01.00 16.21.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.750 ft 1 0.134 0.076 1.15 1.200 1.001.00 1.00 0.54 165.4 1,237.1 0.34 207.01.00 15.81.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.750 ft 1 0.054 0.031 1.60 1.200 1.001.00 1.00 0.31 92.9 1,718.3 0.19 288.01.00 8.91.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 2 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.467 0.467 Max Upward from Load Combinations 0.467 0.467 Max Upward from Load Cases 0.428 0.428 D Only 0.428 0.428 +D+S 0.467 0.467 +D+0.750S 0.458 0.458 +0.60D 0.257 0.257 S Only 0.039 0.039 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 2 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 3 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.2330, S = 0.1880 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.267: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.250 ft 32.65 psi= = 1,237.35 psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.158 : 1 3.909 ft= = 329.83 psi Maximum Deflection 0 <360 3108 Ratio =0 <180 Max Downward Transient Deflection 0.008 in 7076Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.017 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.50 ft 1 0.191 0.113 0.90 1.200 1.001.00 1.00 0.61 185.0 969.2 0.40 162.01.00 18.31.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.267 0.158 1.15 1.200 1.001.00 1.00 1.08 329.8 1,237.4 0.71 207.01.00 32.61.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.237 0.140 1.15 1.200 1.001.00 1.00 0.96 293.6 1,237.4 0.63 207.01.00 29.11.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.50 ft 1 0.065 0.038 1.60 1.200 1.001.00 1.00 0.36 111.0 1,718.8 0.24 288.01.00 11.01.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 3 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.963 0.963 Max Upward from Load Combinations 0.963 0.963 Max Upward from Load Cases 0.540 0.540 D Only 0.540 0.540 +D+S 0.963 0.963 +D+0.750S 0.857 0.857 +0.60D 0.324 0.324 S Only 0.423 0.423 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 3 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4857, S = 0.6930 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.649: 1 Load Combination +D+0.750S Span # where maximum occurs Span # 1 Location of maximum on span 5.958 ft 124.28 psi= = 2,720.26 psi 5.125x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750S = = = 304.75 psi== Section used for this span 5.125x12 Maximum Shear Stress Ratio 0.408 : 1 0.000 ft= = 1,764.32 psi Maximum Deflection 0 <360 349 Ratio =0 <180 Max Downward Transient Deflection 0.238 in 600Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.410 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 11.917 ft 1 0.404 0.255 0.90 1.000 1.001.00 1.00 8.86 864.2 2,136.9 2.50 238.51.00 60.91.00 0.99+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.917 ft 1 0.649 0.408 1.15 1.000 1.001.00 1.00 18.08 1,764.3 2,720.3 5.10 304.81.00 124.31.00 0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 11.917 ft 1 0.138 0.086 1.60 1.000 1.001.00 1.00 5.31 518.5 3,754.8 1.50 424.01.00 36.51.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.103 7.103 Max Upward from Load Combinations 7.103 7.103 Max Upward from Load Cases 4.129 4.129 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 2.973 2.973 +D+S 7.103 7.103 +D+0.750S 6.070 6.070 +0.60D 1.784 1.784 S Only 4.129 4.129 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : W = 0.1736 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.124: 1 Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 5.958 ft 15.95 psi= = 3,840.00 psi 12.0 X 5.125Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.60W = = = 424.00 psi== Section used for this span 12.0 X 5.125 Maximum Shear Stress Ratio 0.038 : 1 0.000 ft= = 476.41 psi Maximum Deflection 0 <360 646 Ratio =0 <180 Max Downward Transient Deflection 0.327 in 437Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.221 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : W Only n/a Span: 1 : +D+0.60W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.917 ft 1 0.025 0.008 0.90 1.000 1.001.00 1.00 0.24 54.0 2,160.0 0.07 238.51.00 1.81.00 1.00+D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.917 ft 1 0.124 0.038 1.60 1.000 1.001.00 1.00 2.09 476.4 3,840.0 0.65 424.01.00 16.01.00 1.00+D+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.917 ft 1 0.097 0.029 1.60 1.000 1.001.00 1.00 1.62 370.8 3,840.0 0.51 424.01.00 12.41.00 1.00+0.60D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.917 ft 1 0.118 0.036 1.60 1.000 1.001.00 1.00 1.99 454.8 3,840.0 0.62 424.01.00 15.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.917 ft 1 0.008 0.003 1.60 1.000 1.001.00 1.00 0.14 32.4 3,840.0 0.04 424.01.00 1.11.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.034 1.034 Max Upward from Load Combinations 0.700 0.700 Max Upward from Load Cases 1.034 1.034 D Only 0.079 0.079 +D+0.60W 0.700 0.700 +D+0.450W 0.545 0.545 +0.60D+0.60W 0.668 0.668 +0.60D 0.048 0.048 W Only 1.034 1.034 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 4-6 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 7 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1383, S = 0.0250 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.091: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 9.37 psi= = 969.49 psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 162.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.058 : 1 3.401 ft= = 88.50 psi Maximum Deflection 0 <360 11118 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.091 0.058 0.90 1.200 1.001.00 1.00 0.29 88.5 969.5 0.20 162.01.00 9.41.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.084 0.053 1.15 1.200 1.001.00 1.00 0.34 103.7 1,237.8 0.24 207.01.00 11.01.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.081 0.051 1.15 1.200 1.001.00 1.00 0.33 99.9 1,237.8 0.23 207.01.00 10.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.031 0.020 1.60 1.200 1.001.00 1.00 0.17 53.1 1,719.8 0.12 288.01.00 5.61.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 7 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.341 0.341 Max Upward from Load Combinations 0.341 0.341 Max Upward from Load Cases 0.291 0.291 D Only 0.291 0.291 +D+S 0.341 0.341 +D+0.750S 0.328 0.328 +0.60D 0.174 0.174 S Only 0.050 0.050 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 7 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1383, S = 0.0250 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.146: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 6.500 ft 20.35 psi= = 2,134.73 psi 5.125x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 238.50 psi== Section used for this span 5.125x12 Maximum Shear Stress Ratio 0.085 : 1 12.004 ft= = 312.50 psi Maximum Deflection 0 <360 1815 Ratio =0 <180 Max Downward Transient Deflection 0.012 in 12824Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.086 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 13.0 ft 1 0.146 0.085 0.90 1.000 1.001.00 1.00 3.20 312.5 2,134.7 0.83 238.51.00 20.41.00 0.99+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 13.0 ft 1 0.129 0.075 1.15 1.000 1.001.00 1.00 3.60 351.1 2,716.3 0.94 304.81.00 22.91.00 0.98+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 13.0 ft 1 0.050 0.029 1.60 1.000 1.001.00 1.00 1.92 187.5 3,745.3 0.50 424.01.00 12.21.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.148 1.148 Max Upward from Load Combinations 1.148 1.148 Max Upward from Load Cases 0.986 0.986 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.986 0.986 +D+S 1.148 1.148 +D+0.750S 1.107 1.107 +0.60D 0.591 0.591 S Only 0.163 0.163 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.0260 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.020: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 6.500 ft 2.31 psi= = 3,840.00 psi 12.0 X 5.125Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 424.00 psi== Section used for this span 12.0 X 5.125 Maximum Shear Stress Ratio 0.005 : 1 12.573 ft= = 75.28 psi Maximum Deflection 0 <360 3748 Ratio =0 <180 Max Downward Transient Deflection 0.069 in 2249Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.042 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : W Only n/a Span: 1 : +0.60W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 1.00Length = 13.0 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.020 0.005 1.60 1.000 1.001.00 1.00 0.33 75.3 3,840.0 0.09 424.01.00 2.31.00 1.00+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.015 0.004 1.60 1.000 1.001.00 1.00 0.25 56.5 3,840.0 0.07 424.01.00 1.71.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.169 0.169 Max Upward from Load Combinations 0.101 0.101 Max Upward from Load Cases 0.169 0.169 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.60W 0.101 0.101 +0.450W 0.076 0.076 W Only 0.169 0.169 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 8 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4212, S = 0.7021 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.847: 1 Load Combination +D+0.750S Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 141.33 psi= = 2,712.44 psi 5.125x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750S = = = 304.75 psi== Section used for this span 5.125x12 Maximum Shear Stress Ratio 0.464 : 1 13.029 ft= = 2,297.27 psi Maximum Deflection 0 <360 225 Ratio =0 <180 Max Downward Transient Deflection 0.460 in 365Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.744 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 14.0 ft 1 0.487 0.268 0.90 1.000 1.001.00 1.00 10.65 1,038.6 2,132.7 2.62 238.51.00 63.91.00 0.99+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 14.0 ft 1 0.847 0.464 1.15 1.000 1.001.00 1.00 23.55 2,297.3 2,712.4 5.79 304.81.00 141.31.00 0.98+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 14.0 ft 1 0.167 0.090 1.60 1.000 1.001.00 1.00 6.39 623.2 3,736.0 1.57 424.01.00 38.31.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.956 7.956 Max Upward from Load Combinations 7.956 7.956 Max Upward from Load Cases 4.915 4.915 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 3.042 3.042 +D+S 7.956 7.956 +D+0.750S 6.728 6.728 +0.60D 1.825 1.825 S Only 4.915 4.915 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.08680 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.076: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 8.37 psi= = 3,840.00 psi 12.0 X 5.125Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 424.00 psi== Section used for this span 12.0 X 5.125 Maximum Shear Stress Ratio 0.020 : 1 13.591 ft= = 291.47 psi Maximum Deflection 0 <360 899 Ratio =0 <180 Max Downward Transient Deflection 0.311 in 539Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.187 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : W Only n/a Span: 1 : +0.60W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 1.00Length = 14.0 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.076 0.020 1.60 1.000 1.001.00 1.00 1.28 291.5 3,840.0 0.34 424.01.00 8.41.00 1.00+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.057 0.015 1.60 1.000 1.001.00 1.00 0.96 218.6 3,840.0 0.26 424.01.00 6.31.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.608 0.608 Max Upward from Load Combinations 0.365 0.365 Max Upward from Load Cases 0.608 0.608 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.60W 0.365 0.365 +0.450W 0.273 0.273 W Only 0.608 0.608 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 9-10 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.1650, S = 0.0250 k/ft, Extent = 0.0 -->> 7.670 ft, Tributary Width = 1.0 ft Point Load : D = 1.197, L = 6.670 k @ 7.670 ft Uniform Load : D = 0.180, L = 0.1250, S = 0.0250 k/ft, Extent = 7.670 -->> 12.917 ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.327: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.684 ft 71.34 psi= = 2,330.32 psi 5.5x22.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.5x22.5 Maximum Shear Stress Ratio 0.269 : 1 11.078 ft= = 761.46 psi Maximum Deflection 0 <360 1975 Ratio =0 <180 Max Downward Transient Deflection 0.056 in 2777Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.078 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.98Length = 12.917 ft 1 0.095 0.083 0.90 0.979 1.001.00 1.00 7.70 199.2 2,106.2 1.63 238.51.00 19.81.00 0.98+D+L 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 12.917 ft 1 0.327 0.269 1.00 0.979 1.001.00 1.00 29.45 761.5 2,330.3 5.89 265.01.00 71.31.00 0.97+D+0.750L 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 12.917 ft 1 0.216 0.176 1.25 0.979 1.001.00 1.00 24.01 620.9 2,876.5 4.82 331.31.00 58.51.00 0.96+D+0.750L+0.750S 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 12.917 ft 1 0.237 0.195 1.15 0.979 1.001.00 1.00 24.39 630.6 2,660.7 4.91 304.81.00 59.51.00 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.96+0.60D 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.94Length = 12.917 ft 1 0.033 0.028 1.60 0.979 1.001.00 1.00 4.62 119.5 3,594.6 0.98 424.01.00 11.91.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.584 6.496 Max Upward from Load Combinations 4.584 6.496 Max Upward from Load Cases 2.843 4.483 D Only 1.741 2.012 +D+L 4.584 6.496 +D+S 1.903 2.174 +D+0.750L 3.873 5.375 +D+0.750L+0.750S 3.994 5.496 +0.60D 1.045 1.207 L Only 2.843 4.483 S Only 0.161 0.161 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : W = 0.1610 k/ft, Extent = 0.0 -->> 7.667 ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.040: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 5.374 ft 5.82 psi= = 3,758.99 psi 22.50 X 5.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 424.00 psi== Section used for this span 22.50 X 5.50 Maximum Shear Stress Ratio 0.014 : 1 0.000 ft= = 148.52 psi Maximum Deflection 0 <360 3143 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.049 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +0.420W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 1.00Length = 12.917 ft 1 0.90 0.979 1.001.00 1.00 2,114.4 0.00 238.51.00 0.01.00 1.00+0.60W 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.917 ft 1 0.040 0.014 1.60 0.979 1.001.00 1.00 1.40 148.5 3,759.0 0.48 424.01.00 5.81.00 1.00+0.450W 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.917 ft 1 0.030 0.010 1.60 0.979 1.001.00 1.00 1.05 111.4 3,759.0 0.36 424.01.00 4.41.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.868 0.366 Max Upward from Load Combinations 0.521 0.220 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from Load Cases 0.868 0.366 +0.60W 0.521 0.220 +0.450W 0.391 0.165 W Only 0.868 0.366 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 11 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.150, S = 0.1791 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.449: 1 Load Combination +D+0.750S Span # where maximum occurs Span # 1 Location of maximum on span 9.125 ft 58.99 psi= = 2,692.15 psi 5.125x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750S = = = 304.75 psi== Section used for this span 5.125x12 Maximum Shear Stress Ratio 0.194 : 1 0.000 ft= = 1,208.99 psi Maximum Deflection 0 <360 338 Ratio =0 <180 Max Downward Transient Deflection 0.338 in 647Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.647 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.98Length = 18.250 ft 1 0.313 0.136 0.90 1.000 1.001.00 1.00 6.80 663.4 2,121.9 1.33 238.51.00 32.41.00 0.98+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 18.250 ft 1 0.449 0.194 1.15 1.000 1.001.00 1.00 12.39 1,209.0 2,692.2 2.42 304.81.00 59.01.00 0.98+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 18.250 ft 1 0.108 0.046 1.60 1.000 1.001.00 1.00 4.08 398.0 3,684.0 0.80 424.01.00 19.41.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.125 3.125 Max Upward from Load Combinations 3.125 3.125 Max Upward from Load Cases 1.634 1.634 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 1.490 1.490 +D+S 3.125 3.125 +D+0.750S 2.716 2.716 +0.60D 0.894 0.894 S Only 1.634 1.634 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (GRAVITY) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.333 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : W = 0.1924 k/ft, Extent = 0.0 -->> 13.50 ft, Tributary Width = 1.0 ft Uniform Load : W = 0.2377 k/ft, Extent = 13.50 -->> 18.250 ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.295: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 9.258 ft 27.04 psi= = 3,840.00 psi 12.0 X 5.125Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 424.00 psi== Section used for this span 12.0 X 5.125 Maximum Shear Stress Ratio 0.064 : 1 17.850 ft= = 1,133.18 psi Maximum Deflection 0 <360 252 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.868 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +0.420W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 1.332 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00Length = 0.9325 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.332 ft 1 0.079 0.059 1.60 1.000 1.001.00 1.00 1.32 302.3 3,840.0 1.02 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.145 0.059 1.60 1.000 1.001.00 1.00 2.44 557.7 3,840.0 0.92 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.200 0.059 1.60 1.000 1.001.00 1.00 3.36 766.4 3,840.0 0.76 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.242 0.059 1.60 1.000 1.001.00 1.00 4.06 928.3 3,840.0 0.61 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.272 0.059 1.60 1.000 1.001.00 1.00 4.57 1,043.4 3,840.0 0.46 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.289 0.059 1.60 1.000 1.001.00 1.00 4.87 1,111.7 3,840.0 0.30 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.295 0.059 1.60 1.000 1.001.00 1.00 4.96 1,133.2 3,840.0 0.15 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.295 0.059 1.60 1.000 1.001.00 1.00 4.96 1,133.1 3,840.0 0.16 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.288 0.059 1.60 1.000 1.001.00 1.00 4.85 1,107.8 3,840.0 0.31 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.270 0.059 1.60 1.000 1.001.00 1.00 4.53 1,035.7 3,840.0 0.47 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.239 0.059 1.60 1.000 1.001.00 1.00 4.01 916.8 3,840.0 0.65 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.195 0.059 1.60 1.000 1.001.00 1.00 3.27 747.0 3,840.0 0.84 424.01.00 25.01.00 1.00Length = 1.332 ft 1 0.135 0.059 1.60 1.000 1.001.00 1.00 2.27 519.5 3,840.0 1.03 424.01.00 25.21.00 1.00Length = 0.9325 ft 1 0.061 0.064 1.60 1.000 1.001.00 1.00 1.02 234.1 3,840.0 1.11 424.01.00 27.01.00 1.00+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.332 ft 1 0.059 0.044 1.60 1.000 1.001.00 1.00 0.99 226.7 3,840.0 0.77 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.109 0.044 1.60 1.000 1.001.00 1.00 1.83 418.3 3,840.0 0.69 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.150 0.044 1.60 1.000 1.001.00 1.00 2.52 574.8 3,840.0 0.57 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.181 0.044 1.60 1.000 1.001.00 1.00 3.05 696.2 3,840.0 0.46 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.204 0.044 1.60 1.000 1.001.00 1.00 3.43 782.5 3,840.0 0.34 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.217 0.044 1.60 1.000 1.001.00 1.00 3.65 833.7 3,840.0 0.23 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.221 0.044 1.60 1.000 1.001.00 1.00 3.72 849.9 3,840.0 0.11 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.221 0.044 1.60 1.000 1.001.00 1.00 3.72 849.9 3,840.0 0.12 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.216 0.044 1.60 1.000 1.001.00 1.00 3.64 830.9 3,840.0 0.24 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.202 0.044 1.60 1.000 1.001.00 1.00 3.40 776.8 3,840.0 0.35 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.179 0.044 1.60 1.000 1.001.00 1.00 3.01 687.6 3,840.0 0.49 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.146 0.044 1.60 1.000 1.001.00 1.00 2.45 560.3 3,840.0 0.63 424.01.00 18.71.00 1.00Length = 1.332 ft 1 0.101 0.045 1.60 1.000 1.001.00 1.00 1.71 389.6 3,840.0 0.77 424.01.00 18.91.00 1.00Length = 0.9325 ft 1 0.046 0.048 1.60 1.000 1.001.00 1.00 0.77 175.6 3,840.0 0.83 424.01.00 20.31.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.784 1.943 Max Upward from Load Combinations 1.070 1.166 Max Upward from Load Cases 1.784 1.943 +0.60W 1.070 1.166 +0.450W 0.803 0.874 W Only 1.784 1.943 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 12 DESIGN (WIND) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 13 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.2566, L = 0.8880, S = 0.1776 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.440: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.542 ft 91.79 psi= = 2,388.94 psi 5.5x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.5x9.5 Maximum Shear Stress Ratio 0.346 : 1 6.308 ft= = 1,051.56 psi Maximum Deflection 0 <360 912 Ratio =0 <180 Max Downward Transient Deflection 0.072 in 1188Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.093 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.083 ft 1 0.113 0.089 0.90 1.000 1.001.00 1.00 1.68 243.7 2,151.1 0.74 238.51.00 21.31.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.083 ft 1 0.440 0.346 1.00 1.000 1.001.00 1.00 7.25 1,051.6 2,388.9 3.20 265.01.00 91.81.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.083 ft 1 0.148 0.116 1.15 1.000 1.001.00 1.00 2.79 405.3 2,745.2 1.23 304.81.00 35.41.00 0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.083 ft 1 0.285 0.224 1.25 1.000 1.001.00 1.00 5.86 849.6 2,982.4 2.58 331.31.00 74.21.00 0.99+D+0.750L+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.083 ft 1 0.354 0.278 1.15 1.000 1.001.00 1.00 6.69 970.8 2,745.2 2.95 304.81.00 84.71.00 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 13 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.083 ft 1 0.038 0.030 1.60 1.000 1.001.00 1.00 1.01 146.2 3,810.2 0.44 424.01.00 12.81.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.094 4.094 Max Upward from Load Combinations 4.094 4.094 Max Upward from Load Cases 3.145 3.145 D Only 0.949 0.949 +D+L 4.094 4.094 +D+S 1.578 1.578 +D+0.750L 3.308 3.308 +D+0.750L+0.750S 3.779 3.779 +0.60D 0.569 0.569 L Only 3.145 3.145 S Only 0.629 0.629 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 13 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 14 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist MicroLam LVL 1.9 E 2,600.0 2,600.0 2,510.0 750.0 1,900.0 965.71 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.250 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.292: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.084 ft 59.00 psi= = 2,113.53 psi 1.75x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 285.00 psi== Section used for this span 1.75x9.5 Maximum Shear Stress Ratio 0.207 : 1 0.000 ft= = 617.34 psi Maximum Deflection 0 <360 1885 Ratio =0 <180 Max Downward Transient Deflection 0.034 in 2148Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.039 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.83Length = 6.167 ft 1 0.038 0.028 0.90 1.032 1.001.00 1.00 0.17 75.5 2,008.9 0.08 256.51.00 7.21.00 0.83+D+L 1.032 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.79Length = 6.167 ft 1 0.292 0.207 1.00 1.032 1.001.00 1.00 1.35 617.3 2,113.5 0.65 285.01.00 59.01.00 0.79+D+0.750L 1.032 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.68Length = 6.167 ft 1 0.212 0.129 1.25 1.032 1.001.00 1.00 1.06 481.9 2,268.3 0.51 356.31.00 46.11.00 0.68+0.60D 1.032 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.55Length = 6.167 ft 1 0.019 0.009 1.60 1.032 1.001.00 1.00 0.10 45.3 2,360.9 0.05 456.01.00 4.31.00 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 14 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.878 0.878 Max Upward from Load Combinations 0.878 0.878 Max Upward from Load Cases 0.771 0.771 D Only 0.107 0.107 +D+L 0.878 0.878 +D+0.750L 0.686 0.686 +0.60D 0.064 0.064 L Only 0.771 0.771 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 14 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.3150, L = 0.3646, S = 0.2021 , Tributary Width = 1.0 ft Point Load : L = 0.090 k @ 11.167 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.933: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.436 ft 118.02 psi= = 2,396.03 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.445 : 1 15.772 ft= = 2,235.20 psi Maximum Deflection 0 <360 211 Ratio =0 <180 Max Downward Transient Deflection 0.465 in 432Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.949 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+0.750L+0.750S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 1.956 ft 1 0.201 0.232 0.90 1.000 1.001.00 1.00 4.76 433.2 2,156.9 2.44 238.51.00 55.41.00 1.00Length = 2.017 ft 1 0.352 0.232 0.90 1.000 1.001.00 1.00 8.36 759.9 2,156.8 2.11 238.51.00 55.41.00 1.00Length = 2.017 ft 1 0.447 0.232 0.90 1.000 1.001.00 1.00 10.61 964.8 2,156.8 1.45 238.51.00 55.41.00 1.00Length = 1.956 ft 1 0.485 0.232 0.90 1.000 1.001.00 1.00 11.52 1,047.2 2,156.9 0.79 238.51.00 55.41.00 1.00Length = 2.017 ft 1 0.487 0.232 0.90 1.000 1.001.00 1.00 11.55 1,049.9 2,156.8 0.52 238.51.00 55.41.00 1.00Length = 2.017 ft 1 0.469 0.232 0.90 1.000 1.001.00 1.00 11.13 1,012.1 2,156.8 1.19 238.51.00 55.41.00 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.017 ft 1 0.397 0.232 0.90 1.000 1.001.00 1.00 9.41 855.2 2,156.8 1.85 238.51.00 55.41.00 1.00Length = 1.956 ft 1 0.267 0.232 0.90 1.000 1.001.00 1.00 6.34 576.4 2,156.9 2.44 238.51.00 55.41.00 1.00Length = 0.7947 ft 1 0.088 0.232 0.90 1.000 1.001.00 1.00 2.09 189.8 2,158.8 2.44 238.51.00 55.41.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.956 ft 1 0.383 0.443 1.00 1.000 1.001.00 1.00 10.10 918.1 2,396.2 5.16 265.01.00 117.31.00 1.00Length = 2.017 ft 1 0.673 0.443 1.00 1.000 1.001.00 1.00 17.73 1,612.1 2,396.0 4.48 265.01.00 117.31.00 1.00Length = 2.017 ft 1 0.855 0.443 1.00 1.000 1.001.00 1.00 22.54 2,049.4 2,396.0 3.08 265.01.00 117.31.00 1.00Length = 1.956 ft 1 0.930 0.443 1.00 1.000 1.001.00 1.00 24.51 2,228.2 2,396.2 1.68 265.01.00 117.31.00 1.00Length = 2.017 ft 1 0.933 0.443 1.00 1.000 1.001.00 1.00 24.59 2,235.2 2,396.0 1.07 265.01.00 117.31.00 1.00Length = 2.017 ft 1 0.901 0.443 1.00 1.000 1.001.00 1.00 23.76 2,159.8 2,396.0 2.56 265.01.00 117.31.00 1.00Length = 2.017 ft 1 0.763 0.443 1.00 1.000 1.001.00 1.00 20.11 1,828.0 2,396.0 3.96 265.01.00 117.31.00 1.00Length = 1.956 ft 1 0.513 0.445 1.00 1.000 1.001.00 1.00 13.53 1,229.7 2,396.2 5.19 265.01.00 118.01.00 1.00Length = 0.7947 ft 1 0.169 0.445 1.00 1.000 1.001.00 1.00 4.45 404.3 2,398.5 5.19 265.01.00 118.01.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.956 ft 1 0.266 0.307 1.25 1.000 1.001.00 1.00 8.77 796.9 2,994.0 4.48 331.31.00 101.81.00 1.00Length = 2.017 ft 1 0.467 0.307 1.25 1.000 1.001.00 1.00 15.39 1,399.1 2,993.8 3.89 331.31.00 101.81.00 1.00Length = 2.017 ft 1 0.594 0.307 1.25 1.000 1.001.00 1.00 19.56 1,778.2 2,993.8 2.68 331.31.00 101.81.00 1.00Length = 1.956 ft 1 0.646 0.307 1.25 1.000 1.001.00 1.00 21.26 1,932.9 2,994.0 1.46 331.31.00 101.81.00 1.00Length = 2.017 ft 1 0.648 0.307 1.25 1.000 1.001.00 1.00 21.33 1,938.9 2,993.8 0.94 331.31.00 101.81.00 1.00Length = 2.017 ft 1 0.626 0.307 1.25 1.000 1.001.00 1.00 20.60 1,872.9 2,993.8 2.22 331.31.00 101.81.00 1.00Length = 2.017 ft 1 0.529 0.307 1.25 1.000 1.001.00 1.00 17.43 1,584.8 2,993.8 3.43 331.31.00 101.81.00 1.00Length = 1.956 ft 1 0.356 0.309 1.25 1.000 1.001.00 1.00 11.73 1,066.4 2,994.0 4.50 331.31.00 102.41.00 1.00Length = 0.7947 ft 1 0.117 0.309 1.25 1.000 1.001.00 1.00 3.86 350.7 2,997.6 4.50 331.31.00 102.41.00 1.00+D+0.750L+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.956 ft 1 0.362 0.418 1.15 1.000 1.001.00 1.00 10.96 996.3 2,754.9 5.60 304.81.00 127.31.00 1.00Length = 2.017 ft 1 0.635 0.418 1.15 1.000 1.001.00 1.00 19.24 1,748.8 2,754.7 4.86 304.81.00 127.31.00 1.00Length = 2.017 ft 1 0.807 0.418 1.15 1.000 1.001.00 1.00 24.45 2,222.3 2,754.7 3.34 304.81.00 127.31.00 1.00Length = 1.956 ft 1 0.877 0.418 1.15 1.000 1.001.00 1.00 26.56 2,414.9 2,754.9 1.82 304.81.00 127.31.00 1.00Length = 2.017 ft 1 0.879 0.418 1.15 1.000 1.001.00 1.00 26.64 2,422.1 2,754.7 1.18 304.81.00 127.31.00 1.00Length = 2.017 ft 1 0.849 0.418 1.15 1.000 1.001.00 1.00 25.73 2,338.7 2,754.7 2.77 304.81.00 127.31.00 1.00Length = 2.017 ft 1 0.718 0.418 1.15 1.000 1.001.00 1.00 21.76 1,978.4 2,754.7 4.29 304.81.00 127.31.00 1.00Length = 1.956 ft 1 0.483 0.419 1.15 1.000 1.001.00 1.00 14.65 1,331.7 2,754.9 5.62 304.81.00 127.81.00 1.00Length = 0.7947 ft 1 0.159 0.419 1.15 1.000 1.001.00 1.00 4.82 438.0 2,758.0 5.62 304.81.00 127.81.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.956 ft 1 0.068 0.078 1.60 1.000 1.001.00 1.00 2.86 259.9 3,830.0 1.46 424.01.00 33.21.00 1.00Length = 2.017 ft 1 0.119 0.078 1.60 1.000 1.001.00 1.00 5.02 455.9 3,829.7 1.27 424.01.00 33.21.00 1.00Length = 2.017 ft 1 0.151 0.078 1.60 1.000 1.001.00 1.00 6.37 578.9 3,829.7 0.87 424.01.00 33.21.00 1.00Length = 1.956 ft 1 0.164 0.078 1.60 1.000 1.001.00 1.00 6.91 628.3 3,830.0 0.47 424.01.00 33.21.00 1.00Length = 2.017 ft 1 0.164 0.078 1.60 1.000 1.001.00 1.00 6.93 629.9 3,829.7 0.31 424.01.00 33.21.00 1.00Length = 2.017 ft 1 0.159 0.078 1.60 1.000 1.001.00 1.00 6.68 607.2 3,829.7 0.71 424.01.00 33.21.00 1.00Length = 2.017 ft 1 0.134 0.078 1.60 1.000 1.001.00 1.00 5.64 513.1 3,829.7 1.11 424.01.00 33.21.00 1.00Length = 1.956 ft 1 0.090 0.078 1.60 1.000 1.001.00 1.00 3.80 345.9 3,830.0 1.46 424.01.00 33.21.00 1.00Length = 0.7947 ft 1 0.030 0.078 1.60 1.000 1.001.00 1.00 1.25 113.9 3,836.0 1.46 424.01.00 33.21.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 6.340 6.363 Max Upward from Load Combinations 6.340 6.363 Max Upward from Load Cases 3.084 3.114 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 2.758 2.758 +D+L 5.841 5.871 +D+S 4.451 4.451 +D+0.750L 5.071 5.093 +D+0.750L+0.750S 6.340 6.363 +0.60D 1.655 1.655 L Only 3.084 3.114 S Only 1.693 1.693 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined Beam-by-Beam Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 Unbraced Lengths Span # 1, Defined Brace Spacing, First Brace at ft and spaced at 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.1005, L = 0.8360 k/ft, Extent = 0.0 -->> 10.917 ft, Tributary Width = 1.0 ft Point Load : D = 0.5260, L = 2.798 k @ 10.917 ft Uniform Load : D = 0.0470, L = 0.3880 k/ft, Extent = 10.917 -->> 17.50 ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio 0.839: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 9.389 ft 101.63 psi= = 2,289.72 psi 8.75x13.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 8.75x13.5 Maximum Shear Stress Ratio 0.384 : 1 0.000 ft= = 1,920.88 psi Maximum Deflection 0 <360 294 Ratio =0 <180 Max Downward Transient Deflection 0.613 in 342Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.714 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 1.980 ft 1 0.048 0.058 0.90 0.954 1.001.00 1.00 2.20 99.2 2,060.7 1.10 238.51.00 13.91.00 1.00Length = 1.980 ft 1 0.085 0.058 0.90 0.954 1.001.00 1.00 3.90 176.2 2,060.7 0.99 238.51.00 13.91.00 1.00Length = 1.980 ft 1 0.112 0.058 0.90 0.954 1.001.00 1.00 5.11 230.8 2,060.7 0.74 238.51.00 13.91.00 1.00Length = 2.044 ft 1 0.128 0.058 0.90 0.954 1.001.00 1.00 5.84 263.7 2,060.7 0.49 238.51.00 13.91.00 1.00Length = 1.980 ft 1 0.133 0.058 0.90 0.954 1.001.00 1.00 6.05 273.1 2,060.7 0.23 238.51.00 13.91.00 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.980 ft 1 0.132 0.058 0.90 0.954 1.001.00 1.00 6.05 273.0 2,060.7 0.74 238.51.00 13.91.00 1.00Length = 2.044 ft 1 0.115 0.058 0.90 0.954 1.001.00 1.00 5.24 236.8 2,060.7 0.89 238.51.00 13.91.00 1.00Length = 1.980 ft 1 0.078 0.058 0.90 0.954 1.001.00 1.00 3.58 161.5 2,060.7 1.03 238.51.00 13.91.00 1.00Length = 1.533 ft 1 0.037 0.058 0.90 0.954 1.001.00 1.00 1.67 75.4 2,060.7 1.07 238.51.00 13.91.00 1.00+D+L 0.954 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.980 ft 1 0.316 0.384 1.00 0.954 1.001.00 1.00 16.03 723.7 2,289.7 8.00 265.01.00 101.61.00 1.00Length = 1.980 ft 1 0.558 0.384 1.00 0.954 1.001.00 1.00 28.29 1,277.1 2,289.7 7.14 265.01.00 101.61.00 1.00Length = 1.980 ft 1 0.725 0.384 1.00 0.954 1.001.00 1.00 36.77 1,660.2 2,289.7 5.24 265.01.00 101.61.00 1.00Length = 2.044 ft 1 0.820 0.384 1.00 0.954 1.001.00 1.00 41.57 1,877.0 2,289.7 3.33 265.01.00 101.61.00 1.00Length = 1.980 ft 1 0.839 0.384 1.00 0.954 1.001.00 1.00 42.54 1,920.9 2,289.7 1.37 265.01.00 101.61.00 1.00Length = 1.980 ft 1 0.836 0.384 1.00 0.954 1.001.00 1.00 42.39 1,914.1 2,289.7 5.25 265.01.00 101.61.00 1.00Length = 2.044 ft 1 0.716 0.384 1.00 0.954 1.001.00 1.00 36.29 1,638.7 2,289.7 6.19 265.01.00 101.61.00 1.00Length = 1.980 ft 1 0.485 0.384 1.00 0.954 1.001.00 1.00 24.60 1,110.6 2,289.7 7.11 265.01.00 101.61.00 1.00Length = 1.533 ft 1 0.225 0.384 1.00 0.954 1.001.00 1.00 11.43 516.2 2,289.7 7.31 265.01.00 101.61.00 1.00+D+0.750L 0.954 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.980 ft 1 0.198 0.241 1.25 0.954 1.001.00 1.00 12.57 567.6 2,862.2 6.28 331.31.00 79.71.00 1.00Length = 1.980 ft 1 0.350 0.241 1.25 0.954 1.001.00 1.00 22.19 1,001.9 2,862.2 5.60 331.31.00 79.71.00 1.00Length = 1.980 ft 1 0.455 0.241 1.25 0.954 1.001.00 1.00 28.86 1,302.8 2,862.2 4.11 331.31.00 79.71.00 1.00Length = 2.044 ft 1 0.515 0.241 1.25 0.954 1.001.00 1.00 32.64 1,473.7 2,862.2 2.62 331.31.00 79.71.00 1.00Length = 1.980 ft 1 0.527 0.241 1.25 0.954 1.001.00 1.00 33.42 1,508.8 2,862.2 1.08 331.31.00 79.71.00 1.00Length = 1.980 ft 1 0.525 0.241 1.25 0.954 1.001.00 1.00 33.31 1,503.8 2,862.2 4.12 331.31.00 79.71.00 1.00Length = 2.044 ft 1 0.450 0.241 1.25 0.954 1.001.00 1.00 28.53 1,288.2 2,862.2 4.87 331.31.00 79.71.00 1.00Length = 1.980 ft 1 0.305 0.241 1.25 0.954 1.001.00 1.00 19.34 873.3 2,862.2 5.59 331.31.00 79.71.00 1.00Length = 1.533 ft 1 0.142 0.241 1.25 0.954 1.001.00 1.00 8.99 406.0 2,862.2 5.75 331.31.00 79.71.00 1.00+0.60D 0.954 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.980 ft 1 0.016 0.020 1.60 0.954 1.001.00 1.00 1.32 59.5 3,663.6 0.66 424.01.00 8.41.00 1.00Length = 1.980 ft 1 0.029 0.020 1.60 0.954 1.001.00 1.00 2.34 105.7 3,663.6 0.59 424.01.00 8.41.00 1.00Length = 1.980 ft 1 0.038 0.020 1.60 0.954 1.001.00 1.00 3.07 138.5 3,663.6 0.44 424.01.00 8.41.00 1.00Length = 2.044 ft 1 0.043 0.020 1.60 0.954 1.001.00 1.00 3.50 158.2 3,663.6 0.29 424.01.00 8.41.00 1.00Length = 1.980 ft 1 0.045 0.020 1.60 0.954 1.001.00 1.00 3.63 163.8 3,663.6 0.14 424.01.00 8.41.00 1.00Length = 1.980 ft 1 0.045 0.020 1.60 0.954 1.001.00 1.00 3.63 163.8 3,663.6 0.45 424.01.00 8.41.00 1.00Length = 2.044 ft 1 0.039 0.020 1.60 0.954 1.001.00 1.00 3.15 142.1 3,663.6 0.53 424.01.00 8.41.00 1.00Length = 1.980 ft 1 0.026 0.020 1.60 0.954 1.001.00 1.00 2.15 96.9 3,663.6 0.62 424.01.00 8.41.00 1.00Length = 1.533 ft 1 0.012 0.020 1.60 0.954 1.001.00 1.00 1.00 45.3 3,663.6 0.64 424.01.00 8.41.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 9.048 7.812 Max Upward from Load Combinations 9.048 7.812 Max Upward from Load Cases 7.813 6.666 D Only 1.235 1.146 +D+L 9.048 7.812 +D+0.750L 7.095 6.145 +0.60D 0.741 0.687 L Only 7.813 6.666 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 17 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Point Load : D = 0.2020, L = 1.055 k @ 0.0 ft Uniform Load : D = 0.0150, L = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.250 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.270: 1 Load Combination +D+L Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft 45.70 psi= = 2,387.64 psi 5.5x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.5x9.5 Maximum Shear Stress Ratio 0.172 : 1 2.212 ft= = 645.76 psi Maximum Deflection 6157 >=360 930 Ratio =5064 >=180 Max Downward Transient Deflection 0.064 in 1118Ratio =>=360 Max Upward Transient Deflection -0.011 in Ratio = Max Downward Total Deflection 0.077 in Ratio =>=180 Max Upward Total Deflection -0.014 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 2 : L Only Span: 1 : +D+L Span: 2 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.049 0.031 0.90 1.000 1.001.00 1.00 0.72 105.1 2,155.0 0.26 238.51.00 7.51.00 1.00Length = 5.833 ft 2 0.049 0.031 0.90 1.000 1.001.00 1.00 0.72 105.1 2,150.1 0.21 238.51.00 7.51.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.270 0.172 1.00 1.000 1.001.00 1.00 4.45 645.8 2,393.8 1.59 265.01.00 45.71.00 0.99Length = 5.833 ft 2 0.270 0.172 1.00 1.000 1.001.00 1.00 4.45 645.8 2,387.6 1.39 265.01.00 45.71.00 0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 17 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 3.0 ft 1 0.171 0.109 1.25 1.000 1.001.00 1.00 3.52 510.6 2,990.3 1.26 331.31.00 36.11.00 0.99Length = 5.833 ft 2 0.171 0.109 1.25 1.000 1.001.00 1.00 3.52 510.6 2,980.2 1.09 331.31.00 36.11.00 0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.016 0.011 1.60 1.000 1.001.00 1.00 0.43 63.1 3,823.8 0.16 424.01.00 4.51.00 0.99Length = 5.833 ft 2 0.017 0.011 1.60 1.000 1.001.00 1.00 0.43 63.1 3,806.5 0.13 424.01.00 4.51.00 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.324 0.090 Max Upward from Load Combinations 3.324 0.086 Max Upward from Load Cases 2.798 0.090 Max Downward from all Load Conditio -0.004 Max Downward from Load Combinations -0.002 Max Downward from Load Cases (Resis -0.004 D Only 0.526 -0.004 +D+L 3.324 0.086 +D+0.750L 2.624 0.064 +0.60D 0.315 -0.002 L Only 2.798 0.090 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 17 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 18 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.02250, L = 0.1875 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.213: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.625 ft 30.78 psi= = 2,382.86 psi 5.5x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.5x9.5 Maximum Shear Stress Ratio 0.116 : 1 10.470 ft= = 507.89 psi Maximum Deflection 0 <360 1190 Ratio =0 <180 Max Downward Transient Deflection 0.096 in 1404Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.113 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 11.250 ft 1 0.036 0.020 0.90 1.000 1.001.00 1.00 0.54 77.6 2,146.3 0.16 238.51.00 4.71.00 0.99+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.250 ft 1 0.213 0.116 1.00 1.000 1.001.00 1.00 3.50 507.9 2,382.9 1.07 265.01.00 30.81.00 0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.250 ft 1 0.135 0.073 1.25 1.000 1.001.00 1.00 2.76 400.3 2,972.3 0.85 331.31.00 24.31.00 0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.250 ft 1 0.012 0.007 1.60 1.000 1.001.00 1.00 0.32 46.6 3,792.5 0.10 424.01.00 2.81.00 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 18 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.245 1.245 Max Upward from Load Combinations 1.245 1.245 Max Upward from Load Cases 1.055 1.055 D Only 0.190 0.190 +D+L 1.245 1.245 +D+0.750L 0.981 0.981 +0.60D 0.114 0.114 L Only 1.055 1.055 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 18 DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:TOP PLATE CHECK AGAINST JOIST REACTION AT ROOF LEVEL AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D = 0.06625, S = 0.1104 k @ 0.6660 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.256: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 0.667 ft 16.25 psi= = 1,345.50 psi 5.50 X 1.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 5.50 X 1.50 Maximum Shear Stress Ratio 0.078 : 1 0.000 ft= = 344.56 psi Maximum Deflection 0 <360 2592 Ratio =0 <180 Max Downward Transient Deflection 0.004 in 4183Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.006 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 1.333 ft 1 0.124 0.038 0.90 1.300 1.001.00 1.00 0.02 130.7 1,053.0 0.03 162.01.00 6.21.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.333 ft 1 0.256 0.078 1.15 1.300 1.001.00 1.00 0.06 344.6 1,345.5 0.09 207.01.00 16.21.00 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.333 ft 1 0.216 0.066 1.15 1.300 1.001.00 1.00 0.05 291.1 1,345.5 0.08 207.01.00 13.71.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.333 ft 1 0.042 0.013 1.60 1.300 1.001.00 1.00 0.01 78.4 1,872.0 0.02 288.01.00 3.71.00 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:TOP PLATE CHECK AGAINST JOIST REACTION AT ROOF LEVEL AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.090 0.089 Max Upward from Load Combinations 0.090 0.089 Max Upward from Load Cases 0.055 0.055 D Only 0.034 0.034 +D+S 0.090 0.089 +D+0.750S 0.076 0.076 +0.60D 0.021 0.021 S Only 0.055 0.055 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:TOP PLATE CHECK AGAINST JOIST REACTION AT ROOF LEVEL AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Joist Reaction on GL Below AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.030, L = 0.250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.250 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.845: 1 Load Combination +D+L Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft 88.95 psi= = 836.84 psi 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x10 Maximum Shear Stress Ratio 0.494 : 1 3.000 ft= = 706.85 psi Maximum Deflection 0 <360 2030 Ratio =657704 >=180 Max Downward Transient Deflection 0.032 in 2272Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.035 in Ratio =>=180 Max Upward Total Deflection -0.000 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only n/a Span: 2 : +D+L Span: 2 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.97Length = 3.0 ft 1 0.093 0.059 0.90 1.100 1.001.00 1.00 0.14 75.7 818.6 0.09 162.01.00 9.51.00 0.92Length = 5.833 ft 2 0.098 0.059 0.90 1.100 1.001.00 1.00 0.14 75.7 771.1 0.09 162.01.00 9.51.00 0.92+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 3.0 ft 1 0.781 0.494 1.00 1.100 1.001.00 1.00 1.26 706.9 905.3 0.82 180.01.00 88.91.00 0.90Length = 5.833 ft 2 0.845 0.494 1.00 1.100 1.001.00 1.00 1.26 706.9 836.8 0.82 180.01.00 88.91.00 0.90+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.95Length = 3.0 ft 1 0.492 0.307 1.25 1.100 1.001.00 1.00 0.98 549.1 1,115.5 0.64 225.01.00 69.11.00 Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Joist Reaction on GL Below AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.83Length = 5.833 ft 2 0.569 0.307 1.25 1.100 1.001.00 1.00 0.98 549.1 965.0 0.64 225.01.00 69.11.00 0.83+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.93Length = 3.0 ft 1 0.033 0.020 1.60 1.100 1.001.00 1.00 0.08 45.4 1,388.3 0.05 288.01.00 5.71.00 0.71Length = 5.833 ft 2 0.043 0.020 1.60 1.100 1.001.00 1.00 0.08 45.4 1,063.0 0.05 288.01.00 5.71.00 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.873 0.601 Max Upward from Load Combinations 1.873 0.601 Max Upward from Load Cases 1.672 0.536 D Only 0.201 0.064 +D+L 1.873 0.601 +D+0.750L 1.455 0.467 +0.60D 0.120 0.039 L Only 1.672 0.536 . Wood Beam LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Joist Reaction on GL Below AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:JOIST 1 DESIGN (LANDING) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, L = 0.1330 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.437: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 40.67 psi= = 1,014.95 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.226 : 1 0.000 ft= = 443.35 psi Maximum Deflection 0 <360 2081 Ratio =0 <180 Max Downward Transient Deflection 0.025 in 2430Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.029 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.95Length = 5.0 ft 1 0.069 0.036 0.90 1.200 1.001.00 1.00 0.07 63.8 923.7 0.04 162.01.00 5.91.00 0.95+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.94Length = 5.0 ft 1 0.437 0.226 1.00 1.200 1.001.00 1.00 0.49 443.3 1,015.0 0.29 180.01.00 40.71.00 0.94+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.91Length = 5.0 ft 1 0.285 0.142 1.25 1.200 1.001.00 1.00 0.38 348.5 1,222.2 0.23 225.01.00 32.01.00 0.91+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.83Length = 5.0 ft 1 0.027 0.012 1.60 1.200 1.001.00 1.00 0.04 38.3 1,442.5 0.03 288.01.00 3.51.00 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:JOIST 1 DESIGN (LANDING) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.388 0.388 Max Upward from Load Combinations 0.388 0.388 Max Upward from Load Cases 0.333 0.333 D Only 0.056 0.056 +D+L 0.388 0.388 +D+0.750L 0.305 0.305 +0.60D 0.034 0.034 L Only 0.333 0.333 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:JOIST 1 DESIGN (LANDING) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:LANDING BEAM DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 Unbraced Lengths First Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.333 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1212, L = 0.8080 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.653: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 75.20 psi= = 1,077.84 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.418 : 1 0.000 ft= = 703.41 psi Maximum Deflection 0 <360 1673 Ratio =0 <180 Max Downward Transient Deflection 0.031 in 1939Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.036 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 1.332 ft 1 0.078 0.064 0.90 1.200 1.001.00 1.00 0.31 75.3 970.3 0.22 162.01.00 10.31.00 1.00Length = 1.332 ft 1 0.099 0.064 0.90 1.200 1.001.00 1.00 0.40 96.3 970.3 0.15 162.01.00 10.31.00 1.00Length = 1.332 ft 1 0.099 0.064 0.90 1.200 1.001.00 1.00 0.40 95.9 970.3 0.19 162.01.00 10.31.00 1.00Length = 1.004 ft 1 0.064 0.064 0.90 1.200 1.001.00 1.00 0.26 61.8 970.7 0.22 162.01.00 10.31.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.332 ft 1 0.510 0.418 1.00 1.200 1.001.00 1.00 2.29 549.9 1,077.8 1.62 180.01.00 75.21.00 1.00Length = 1.332 ft 1 0.653 0.418 1.00 1.200 1.001.00 1.00 2.93 703.4 1,077.8 1.09 180.01.00 75.21.00 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:LANDING BEAM DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.332 ft 1 0.650 0.418 1.00 1.200 1.001.00 1.00 2.91 700.4 1,077.8 1.40 180.01.00 75.21.00 1.00Length = 1.004 ft 1 0.419 0.418 1.00 1.200 1.001.00 1.00 1.88 451.4 1,078.4 1.62 180.01.00 75.21.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.332 ft 1 0.320 0.262 1.25 1.200 1.001.00 1.00 1.79 431.3 1,346.6 1.27 225.01.00 59.01.00 1.00Length = 1.332 ft 1 0.410 0.262 1.25 1.200 1.001.00 1.00 2.29 551.6 1,346.6 0.86 225.01.00 59.01.00 1.00Length = 1.332 ft 1 0.408 0.262 1.25 1.200 1.001.00 1.00 2.28 549.3 1,346.6 1.10 225.01.00 59.01.00 1.00Length = 1.004 ft 1 0.263 0.262 1.25 1.200 1.001.00 1.00 1.47 354.0 1,347.5 1.27 225.01.00 59.01.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 1.332 ft 1 0.026 0.021 1.60 1.200 1.001.00 1.00 0.19 45.2 1,722.4 0.13 288.01.00 6.21.00 1.00Length = 1.332 ft 1 0.034 0.021 1.60 1.200 1.001.00 1.00 0.24 57.8 1,722.4 0.09 288.01.00 6.21.00 1.00Length = 1.332 ft 1 0.033 0.021 1.60 1.200 1.001.00 1.00 0.24 57.6 1,722.4 0.12 288.01.00 6.21.00 1.00Length = 1.004 ft 1 0.022 0.021 1.60 1.200 1.001.00 1.00 0.15 37.1 1,723.8 0.13 288.01.00 6.21.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.341 2.341 Max Upward from Load Combinations 2.341 2.341 Max Upward from Load Cases 2.020 2.020 D Only 0.321 0.321 +D+L 2.341 2.341 +D+0.750L 1.836 1.836 +0.60D 0.192 0.192 L Only 2.020 2.020 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:LANDING BEAM DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : W = 0.08580 k/ft, Extent = 0.0 -->> 4.750 ft, Tributary Width = 1.0 ft Uniform Load : W = 0.06934 k/ft, Extent = 4.750 -->> 13.250 ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.429: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 6.432 ft 26.52 psi= = 1,795.19 psi 2-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 288.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.092 : 1 0.000 ft= = 769.24 psi Maximum Deflection 0 <360 488 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.326 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +0.420W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 0.98Length = 13.250 ft 1 0.90 1.300 1.001.00 1.00 1,034.3 0.00 162.01.00 0.01.00 0.98+0.60W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 13.250 ft 1 0.429 0.092 1.60 1.300 1.001.00 1.00 0.97 769.2 1,795.2 0.29 288.01.00 26.51.00 0.96+0.450W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 13.250 ft 1 0.321 0.069 1.60 1.300 1.001.00 1.00 0.73 576.9 1,795.2 0.22 288.01.00 19.91.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.524 0.473 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from Load Combinations 0.314 0.284 Max Upward from Load Cases 0.524 0.473 +0.60W 0.314 0.284 +0.450W 0.236 0.213 W Only 0.524 0.473 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading (ROOF WINDOWS) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.06934 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.329: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft 21.04 psi= = 1,806.52 psi 2-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 288.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.073 : 1 0.000 ft= = 594.15 psi Maximum Deflection 0 <360 701 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.205 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +0.420W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 0.98Length = 12.0 ft 1 0.90 1.300 1.001.00 1.00 1,036.5 0.00 162.01.00 0.01.00 0.98+0.60W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 12.0 ft 1 0.329 0.073 1.60 1.300 1.001.00 1.00 0.75 594.1 1,806.5 0.23 288.01.00 21.01.00 0.97+0.450W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 12.0 ft 1 0.247 0.055 1.60 1.300 1.001.00 1.00 0.56 445.6 1,806.5 0.17 288.01.00 15.81.00 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.416 0.416 Max Upward from Load Combinations 0.250 0.250 Max Upward from Load Cases 0.416 0.416 Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading (ROOF WINDOWS) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.60W 0.250 0.250 +0.450W 0.187 0.187 W Only 0.416 0.416 . Wood Beam LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Sill Check against Out-of-Plane Loading (ROOF WINDOWS) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Project Information LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Premier Collision - Yelm Detail Shop Description : Address :108 West Yelm Avenue, Yelm, WA 98597 Project Leader :ADM Phone :eMail :dmceachern@ahbl.com Project Notes Fax :253.383.2422 253.383.2572 New Commercial Building I.D. :2220781.20 Project Title : Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Design: 1st Floor to Mezzanine AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 9.21Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 9.21 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 16.468 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.210 ft, D = 0.480, L = 0.750, S = 0.150 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02860 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2312 Location of max.above base 4.574 ft Applied Axial 0.4965 k Applied Mx 0.1819 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 21.551 psi 288.0Allowable Shear psi 0.04989 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1317 k Bottom along Y-Y 0.1317 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.1406 in at 4.636 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,025.13 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.210 ft0.647 ft0.06963 +D+L 1.000 PASS PASS0.0 0.0 9.210 ft0.607 ft0.1675 +D+S 1.150 PASS PASS0.0 0.0 9.210 ft0.554 ft0.08285 +D+0.750L 1.250 PASS PASS0.0 0.0 9.210 ft0.522 ft0.1325 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 9.210 ft0.554 ft0.1501 +D+0.60W 1.600 PASS PASS4.574 0.04989 0.0 ft0.431 ft0.2312 +D+0.750L+0.450W 1.600 PASS PASS4.574 0.03742 0.0 ft0.431 ft0.1865 +D+0.750L+0.750S+0.450W 1.600 PASS PASS4.574 0.03742 0.0 ft0.431 ft0.190 +0.60D+0.60W 1.600 PASS PASS4.574 0.04989 0.0 ft0.431 ft0.2290 Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Design: 1st Floor to Mezzanine AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 9.210 ft0.431 ft0.03522 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.496 +D+L 1.246 +D+S 0.646 +D+0.750L 1.059 +D+0.750L+0.750S 1.171 +D+0.60W 0.079 0.4960.079 +D+0.750L+0.450W 0.059 1.0590.059 +D+0.750L+0.750S+0.450W 0.059 1.1710.059 +0.60D+0.60W 0.079 0.2980.079 +0.60D 0.298 L Only 0.750 S Only 0.150 W Only 0.1320.132 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.059 4.636 ftftinin0.000 +D+0.750L+0.3150W 0.0000 0.044 4.636 ftftinin0.000 +D+0.750L+0.750S+0.3150W 0.0000 0.044 4.636 ftftinin0.000 +0.60D+0.420W 0.0000 0.059 4.636 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.141 4.636 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Design: 1st Floor to Mezzanine AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Design: Mezzanine to Roof AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 15.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 15.0 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 26.821 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 15.0 ft, D = 0.1097, S = 0.1833 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.01110 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.3609 Location of max.above base 7.550 ft Applied Axial 0.1365 k Applied Mx 0.1873 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 13.623 psi 288.0Allowable Shear psi 0.03153 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.08325 k Bottom along Y-Y 0.08325 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.1613 in at 7.550 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 426.465 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.0 ft0.306 ft0.04046 +D+S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.09274 +D+0.750S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.07945 +D+0.60W 1.600 PASS PASS7.550 0.03153 0.0 ft0.179 ft0.3609 +D+0.450W 1.600 PASS PASS7.550 0.02365 0.0 ft0.179 ft0.2711 +D+0.750S+0.450W 1.600 PASS PASS7.550 0.02365 0.0 ft0.179 ft0.2756 +0.60D+0.60W 1.600 PASS PASS7.550 0.03153 0.0 ft0.179 ft0.3599 +0.60D 1.600 PASS PASS0.0 0.0 15.0 ft0.179 ft0.02329 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Design: Mezzanine to Roof AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.137 +D+S 0.320 +D+0.750S 0.274 +D+0.60W 0.050 0.1370.050 +D+0.450W 0.037 0.1370.037 +D+0.750S+0.450W 0.037 0.2740.037 +0.60D+0.60W 0.050 0.0820.050 +0.60D 0.082 S Only 0.183 W Only 0.0830.083 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.161 7.550 ftftinin0.000 +D+0.3150W 0.0000 0.121 7.550 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.121 7.550 ftftinin0.000 +0.60D+0.420W 0.0000 0.161 7.550 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 3, 4 & 6 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 15.667Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 15.667 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 28.014 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 15.667 ft, D = 0.3563, S = 0.5938 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02145 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8033 Location of max.above base 7.781 ft Applied Axial 0.3843 k Applied Mx 0.3949 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 27.496 psi 288.0Allowable Shear psi 0.06365 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1680 k Bottom along Y-Y 0.1680 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.3710 in at 7.886 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 392.496 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.667 ft0.283 ft0.1232 +D+S 1.150 PASS PASS0.0 0.0 15.667 ft0.226 ft0.3075 +D+0.750S 1.150 PASS PASS0.0 0.0 15.667 ft0.226 ft0.2608 +D+0.60W 1.600 PASS PASS7.781 0.06365 0.0 ft0.165 ft0.8033 +D+0.450W 1.600 PASS PASS7.781 0.04774 0.0 ft0.165 ft0.6060 +D+0.750S+0.450W 1.600 PASS PASS7.781 0.04774 0.0 ft0.165 ft0.6576 +0.60D+0.60W 1.600 PASS PASS7.781 0.06365 0.0 ft0.165 ft0.7943 +0.60D 1.600 PASS PASS0.0 0.0 15.667 ft0.165 ft0.07120 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 3, 4 & 6 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.384 +D+S 0.978 +D+0.750S 0.830 +D+0.60W 0.101 0.3840.101 +D+0.450W 0.076 0.3840.076 +D+0.750S+0.450W 0.076 0.8300.076 +0.60D+0.60W 0.101 0.2310.101 +0.60D 0.231 S Only 0.594 W Only 0.1680.168 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.371 7.886 ftftinin0.000 +D+0.3150W 0.0000 0.278 7.886 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.278 7.886 ftftinin0.000 +0.60D+0.420W 0.0000 0.371 7.886 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 5 & 11 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 1.75x5.5Analysis Method : 20.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species iLevel Truss Joist Wood Grade MicroLam LVL 1.9 E Fb +2,600.0 2,600.0 psi 2,510.0 750.0 285.0 1,555.0 42.010 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,900.0 965.71 1,900.0 965.71 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.750 in Exact Depth 5.50 in Area 9.625 in^2 Ix 24.263 in^4 Iy 2.456 in^4 Wood Grading/Manuf.Trus Joist Wood Member Type Microllam LVL Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,900.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 20.0 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 56.159 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 20.0 ft, D = 0.01995, S = 0.03325 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02860 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8197 Location of max.above base 10.067 ft Applied Axial 0.07611 k Applied Mx 0.8580 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 40.114 psi 456.0Allowable Shear psi 0.05865 : 1 Bending Compression Tension Location of max.above base 20.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.2860 k Bottom along Y-Y 0.2860 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.9482 in at 10.067 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 412.176 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 20.0 ft0.181 ft0.01939 +D+S 1.150 PASS PASS0.0 0.0 20.0 ft0.142 ft0.02771 +D+0.750S 1.150 PASS PASS0.0 0.0 20.0 ft0.142 ft0.02560 +D+0.60W 1.600 PASS PASS10.067 0.05865 20.0 ft0.103 ft0.8197 +D+0.450W 1.600 PASS PASS9.933 0.04399 20.0 ft0.103 ft0.6149 +D+0.750S+0.450W 1.600 PASS PASS9.933 0.04399 20.0 ft0.103 ft0.6152 +0.60D+0.60W 1.600 PASS PASS10.067 0.05865 20.0 ft0.103 ft0.8195 +0.60D 1.600 PASS PASS0.0 0.0 20.0 ft0.103 ft0.01151 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 5 & 11 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.076 +D+S 0.109 +D+0.750S 0.101 +D+0.60W 0.172 0.0760.172 +D+0.450W 0.129 0.0760.129 +D+0.750S+0.450W 0.129 0.1010.129 +0.60D+0.60W 0.172 0.0460.172 +0.60D 0.046 S Only 0.033 W Only 0.2860.286 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.948 10.067 ftftinin0.000 +D+0.3150W 0.0000 0.711 10.067 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.711 10.067 ftftinin0.000 +0.60D+0.420W 0.0000 0.948 10.067 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 9 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 15Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 15 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 26.821 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 15.0 ft, D = 0.1097, S = 0.1833 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.01110 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2519 Location of max.above base 7.550 ft Applied Axial 0.1365 k Applied Mx 0.1873 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 13.623 psi 288.0Allowable Shear psi 0.03153 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.08325 k Bottom along Y-Y 0.08325 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.1613 in at 7.550 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 426.465 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.0 ft0.306 ft0.04046 +D+S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.09274 +D+0.750S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.07945 +D+0.60W 1.600 PASS PASS7.550 0.03153 0.0 ft0.179 ft0.2519 +D+0.450W 1.600 PASS PASS7.550 0.02365 0.0 ft0.179 ft0.1893 +D+0.750S+0.450W 1.600 PASS PASS7.550 0.02365 0.0 ft0.179 ft0.1939 +0.60D+0.60W 1.600 PASS PASS7.550 0.03153 0.0 ft0.179 ft0.2510 +0.60D 1.600 PASS PASS0.0 0.0 15.0 ft0.179 ft0.02329 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 9 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.137 +D+S 0.320 +D+0.750S 0.274 +D+0.60W 0.050 0.1370.050 +D+0.450W 0.037 0.1370.037 +D+0.750S+0.450W 0.037 0.2740.037 +0.60D+0.60W 0.050 0.0820.050 +0.60D 0.082 S Only 0.183 W Only 0.0830.083 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.161 7.550 ftftinin0.000 +D+0.3150W 0.0000 0.121 7.550 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.121 7.550 ftftinin0.000 +0.60D+0.420W 0.0000 0.161 7.550 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 10 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 10 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 17.881 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 0.040, L = 0.3330 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.01110 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1114 Location of max.above base 5.034 ft Applied Axial 0.05788 k Applied Mx 0.08325 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 9.082 psi 288.0Allowable Shear psi 0.02102 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.05550 k Bottom along Y-Y 0.05550 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.07587 in at 5.034 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 893.75 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft0.585 ft0.008978 +D+L 1.000 PASS PASS0.0 0.0 10.0 ft0.544 ft0.05861 +D+0.750L 1.250 PASS PASS0.0 0.0 10.0 ft0.461 ft0.04360 +D+0.60W 1.600 PASS PASS5.034 0.02102 10.0 ft0.376 ft0.1114 +D+0.750L+0.450W 1.600 PASS PASS5.034 0.01577 10.0 ft0.376 ft0.08522 +0.60D+0.60W 1.600 PASS PASS5.034 0.02102 10.0 ft0.376 ft0.1113 +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft0.376 ft0.004710 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 10 Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.058 +D+L 0.391 +D+0.750L 0.308 +D+0.60W 0.033 0.0580.033 +D+0.750L+0.450W 0.025 0.3080.025 +0.60D+0.60W 0.033 0.0350.033 +0.60D 0.035 L Only 0.333 W Only 0.0560.056 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.046 5.034 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.034 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.046 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.076 5.034 ftftinin0.000 .Sketches Project Information LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Premier Collision - Yelm Detail Shop Description : Address :108 West Yelm Avenue, Yelm, WA 98597 Project Leader :ADM Phone :eMail :dmceachern@ahbl.com Project Notes Fax :253.383.2422 253.383.2572 New Commercial Building I.D. :2220781.20 Project Title : Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350 Flexure =0.90 Shear = ValuesM Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 9 in = = Wall Thickness 6.0 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 12.00 Applied Loads 0.360 0.5625 0.1125 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.7526 Soil Bearing 1.882 ksf 2.50 ksf +D+L PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X)0.0 k-ft 0.0 k-ft No Moment PASS 0.01030 Z Flexure (-X)0.1250 k-ft 12.131 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.07436 1-way Shear (-X)6.109 psi 82.158 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.50 ksf 0.0 ksf 0.7409 ksf 0.2964.985 in , +D+L 2.50 ksf 0.0 ksf 1.882 ksf 0.7536.847 in , +D+S 2.50 ksf 0.0 ksf 0.9493 ksf 0.3805.577 in , +D+0.750L 2.50 ksf 0.0 ksf 1.577 ksf 0.6316.565 in , +D+0.750L+0.750S 2.50 ksf 0.0 ksf 1.759 ksf 0.7036.743 in , +0.60D 2.50 ksf 0.0 ksf 0.4446 ksf 0.1784.985 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.1944 -X Bottom 0.0048 Min for Bending 0.31 12.131 OK , +1.40D 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+1.60L 0.139 -X Bottom 0.0034 Min for Bending 0.31 12.131 OK , +1.20D+1.60L 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+1.60L+0.50S 0.1382 -X Bottom 0.0034 Min for Bending 0.31 12.131 OK , +1.20D+1.60L+0.50S 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+0.50L 0.154 -X Bottom 0.0038 Min for Bending 0.31 12.131 OK , +1.20D+0.50L 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D 0.1666 -X Bottom 0.0041 Min for Bending 0.31 12.131 OK , +1.20D 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+0.50L+1.60S 0.1483 -X Bottom 0.0037 Min for Bending 0.31 12.131 OK , +1.20D+0.50L+1.60S 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+1.60S 0.158 -X Bottom 0.0039 Min for Bending 0.31 12.131 OK , +1.20D+1.60S 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+0.50L+0.50S 0.1521 -X Bottom 0.0038 Min for Bending 0.31 12.131 OK , +1.20D+0.50L+0.50S 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +1.20D+0.50L+0.70S 0.1513 -X Bottom 0.0037 Min for Bending 0.31 12.131 OK , +1.20D+0.50L+0.70S 0 +X Bottom 0 Min Temp %0.31 12.131 OK , +0.90D 0.125 -X Bottom 0.0031 Min for Bending 0.31 12.131 OK , +0.90D 0 +X Bottom 0 Min Temp %0.31 12.131 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.202 0 3.202 82.158 0.03897psipsipsipsi OK +1.20D+1.60L 5.911 0 5.911 82.158 0.07195psipsipsipsi OK +1.20D+1.60L+0.50S 6.109 0 6.109 82.158 0.07436psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 1 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+0.50L 3.734 0 3.734 82.158 0.04545psipsipsipsi OK +1.20D 2.744 0 2.744 82.158 0.0334psipsipsipsi OK +1.20D+0.50L+1.60S 4.367 0 4.367 82.158 0.05316psipsipsipsi OK +1.20D+1.60S 3.378 0 3.378 82.158 0.04111psipsipsipsi OK +1.20D+0.50L+0.50S 3.932 0 3.932 82.158 0.04786psipsipsipsi OK +1.20D+0.50L+0.70S 4.011 0 4.011 82.158 0.04882psipsipsipsi OK +0.90D 2.058 0 2.058 82.158 0.02505psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 3, 4, & 6 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350 Flexure =0.90 Shear = ValuesM Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 9 in = = Wall Thickness 6.0 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 12.00 Applied Loads .35625 0.0 0.5938 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 3, 4, & 6 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.7603 Soil Bearing 1.901 ksf 2.50 ksf +D+S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X)0.0 k-ft 0.0 k-ft No Moment PASS 0.009642 Z Flexure (-X)0.1977 k-ft 20.501 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.01541 1-way Shear (-X)1.266 psi 82.158 psi +1.20D+1.60S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.50 ksf 0.0 ksf 0.7962 ksf 0.3194.052 in , +D+S 2.50 ksf 0.0 ksf 1.901 ksf 0.7606.173 in , +D+0.750S 2.50 ksf 0.0 ksf 1.604 ksf 0.6425.834 in , +0.60D 2.50 ksf 0.0 ksf 0.4777 ksf 0.1914.052 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.3075 -X Bottom 0.0046 Min for Bending 0.31 20.501 OK , +1.40D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D 0.2636 -X Bottom 0.0039 Min for Bending 0.31 20.501 OK , +1.20D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.50S 0.2459 -X Bottom 0.0036 Min for Bending 0.31 20.501 OK , +1.20D+0.50S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+1.60S 0.2214 -X Bottom 0.0033 Min for Bending 0.31 20.501 OK , +1.20D+1.60S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.70S 0.2402 -X Bottom 0.0036 Min for Bending 0.31 20.501 OK , +1.20D+0.70S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +0.90D 0.1977 -X Bottom 0.0029 Min for Bending 0.31 20.501 OK , +0.90D 0 +X Bottom 0 Min Temp %0.31 20.501 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.7385 0 0.7385 82.158 0.008989psipsipsipsi OK +1.20D 0.633 0 0.633 82.158 0.007705psipsipsipsi OK +1.20D+0.50S 0.8309 0 0.8309 82.158 0.01011psipsipsipsi OK +1.20D+1.60S 1.266 0 1.266 82.158 0.01541psipsipsipsi OK +1.20D+0.70S 0.9101 0 0.9101 82.158 0.01108psipsipsipsi OK +0.90D 0.4748 0 0.4748 82.158 0.005778psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 5 & 11 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350 Flexure =0.90 Shear = ValuesM Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 9 in = = Wall Thickness 6.0 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 12.00 Applied Loads .015 0.0250 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 5 & 11 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.1130 Soil Bearing 0.2825 ksf 2.50 ksf +D+S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X)0.0 k-ft 0.0 k-ft No Moment PASS 0.01070 Z Flexure (-X)0.2193 k-ft 20.501 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.005112 1-way Shear (-X)0.420 psi 82.158 psi +1.40D Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.50 ksf 0.2081 ksf 0.2419 ksf 0.0970.30 in , +D+S 2.50 ksf 0.1925 ksf 0.2825 ksf 0.1130.7579 in , +D+0.750S 2.50 ksf 0.1964 ksf 0.2723 ksf 0.1090.6480 in , +0.60D 2.50 ksf 0.1249 ksf 0.1451 ksf 0.0580.30 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.3411 -X Bottom 0.0051 Min for Bending 0.31 20.501 OK , +1.40D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D 0.2924 -X Bottom 0.0043 Min for Bending 0.31 20.501 OK , +1.20D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.50S 0.2915 -X Bottom 0.0043 Min for Bending 0.31 20.501 OK , +1.20D+0.50S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+1.60S 0.2895 -X Bottom 0.0043 Min for Bending 0.31 20.501 OK , +1.20D+1.60S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.70S 0.2911 -X Bottom 0.0043 Min for Bending 0.31 20.501 OK , +1.20D+0.70S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +0.90D 0.2193 -X Bottom 0.0032 Min for Bending 0.31 20.501 OK , +0.90D 0 +X Bottom 0 Min Temp %0.31 20.501 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.42 0 0.42 82.158 0.005112psipsipsipsi OK +1.20D 0.36 0 0.36 82.158 0.004382psipsipsipsi OK +1.20D+0.50S 0.3683 0 0.3683 82.158 0.004483psipsipsipsi OK +1.20D+1.60S 0.3867 0 0.3867 82.158 0.004706psipsipsipsi OK +1.20D+0.70S 0.3717 0 0.3717 82.158 0.004524psipsipsipsi OK +0.90D 0.27 0 0.27 82.158 0.003286psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 9 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350 Flexure =0.90 Shear = ValuesM Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 9 in = = Wall Thickness 6.0 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 12.00 Applied Loads .083 0.1375 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 9 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.2303 Soil Bearing 0.5756 ksf 2.50 ksf +D+S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X)0.0 k-ft 0.0 k-ft No Moment PASS 0.01049 Z Flexure (-X)0.2150 k-ft 20.501 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.006829 1-way Shear (-X)0.5611 psi 82.158 psi +1.20D+1.60S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.50 ksf 0.1657 ksf 0.3523 ksf 0.1411.442 in , +D+S 2.50 ksf 0.07985 ksf 0.5756 ksf 0.2303.027 in , +D+0.750S 2.50 ksf 0.1013 ksf 0.5198 ksf 0.2082.697 in , +0.60D 2.50 ksf 0.09941 ksf 0.2114 ksf 0.0851.442 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.3344 -X Bottom 0.005 Min for Bending 0.31 20.501 OK , +1.40D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D 0.2866 -X Bottom 0.0042 Min for Bending 0.31 20.501 OK , +1.20D 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.50S 0.2818 -X Bottom 0.0042 Min for Bending 0.31 20.501 OK , +1.20D+0.50S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+1.60S 0.2712 -X Bottom 0.004 Min for Bending 0.31 20.501 OK , +1.20D+1.60S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +1.20D+0.70S 0.2799 -X Bottom 0.0041 Min for Bending 0.31 20.501 OK , +1.20D+0.70S 0 +X Bottom 0 Min Temp %0.31 20.501 OK , +0.90D 0.215 -X Bottom 0.0032 Min for Bending 0.31 20.501 OK , +0.90D 0 +X Bottom 0 Min Temp %0.31 20.501 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.4835 0 0.4835 82.158 0.005885psipsipsipsi OK +1.20D 0.4144 0 0.4144 82.158 0.005044psipsipsipsi OK +1.20D+0.50S 0.4602 0 0.4602 82.158 0.005602psipsipsipsi OK +1.20D+1.60S 0.5611 0 0.5611 82.158 0.006829psipsipsipsi OK +1.20D+0.70S 0.4786 0 0.4786 82.158 0.005825psipsipsipsi OK +0.90D 0.3108 0 0.3108 82.158 0.003783psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 11 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350 Flexure =0.90 Shear = ValuesM 0.0 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 1.50 ft= Wall center offset from center of footing 0 in = = Wall Thickness 6.0 in Footing Thickness 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 99.00 Applied Loads 0.40 0.5630 0.1380 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 11 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.3148 Soil Bearing 0.7870 ksf 2.50 ksf +D+L PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.09407 Z Flexure (+X)0.1426 k-ft 1.516 k-ft +1.20D+1.60L+0.50S PASS 0.03056 Z Flexure (-X)0.04631 k-ft 1.516 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.50 ksf 0.4117 ksf 0.4117 ksf 0.1650.0 in , +D+L 2.50 ksf 0.7870 ksf 0.7870 ksf 0.3150.0 in , +D+S 2.50 ksf 0.5037 ksf 0.5037 ksf 0.2020.0 in , +D+0.750L 2.50 ksf 0.6932 ksf 0.6932 ksf 0.2770.0 in , +D+0.750L+0.750S 2.50 ksf 0.7622 ksf 0.7622 ksf 0.3050.0 in , +0.60D 2.50 ksf 0.2470 ksf 0.2470 ksf 0.0990.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.07204 -X Bottom 0.0018 Min for Bending 0.0376 1.516 OK , +1.40D 0.07204 +X Bottom 0.0018 Min for Bending 0.0376 1.516 OK , +1.20D+1.60L 0.1368 -X Bottom 0.0034 Min for Bending 0.0376 1.516 OK , +1.20D+1.60L 0.1368 +X Bottom 0.0034 Min for Bending 0.0376 1.516 OK , +1.20D+1.60L+0.50S 0.1426 -X Bottom 0.0035 Min for Bending 0.0376 1.516 OK , +1.20D+1.60L+0.50S 0.1426 +X Bottom 0.0035 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L 0.08521 -X Bottom 0.0021 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L 0.08521 +X Bottom 0.0021 Min for Bending 0.0376 1.516 OK , +1.20D 0.06175 -X Bottom 0.0015 Min for Bending 0.0376 1.516 OK , +1.20D 0.06175 +X Bottom 0.0015 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+1.60S 0.1036 -X Bottom 0.0026 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+1.60S 0.1036 +X Bottom 0.0026 Min for Bending 0.0376 1.516 OK , +1.20D+1.60S 0.08015 -X Bottom 0.002 Min for Bending 0.0376 1.516 OK , +1.20D+1.60S 0.08015 +X Bottom 0.002 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+0.50S 0.09096 -X Bottom 0.0022 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+0.50S 0.09096 +X Bottom 0.0022 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+0.70S 0.09326 -X Bottom 0.0023 Min for Bending 0.0376 1.516 OK , +1.20D+0.50L+0.70S 0.09326 +X Bottom 0.0023 Min for Bending 0.0376 1.516 OK , +0.90D 0.04631 -X Bottom 0.0011 Min for Bending 0.0376 1.516 OK , +0.90D 0.04631 +X Bottom 0.0011 Min for Bending 0.0376 1.516 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0 0 0 82.158 0psipsipsipsi OK +1.20D+1.60L 0 0 0 82.158 0psipsipsipsi OK +1.20D+1.60L+0.50S 0 0 0 82.158 0psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall 11 Footing Design AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+0.50L 0 0 0 82.158 0psipsipsipsi OK +1.20D 0 0 0 82.158 0psipsipsipsi OK +1.20D+0.50L+1.60S 0 0 0 82.158 0psipsipsipsi OK +1.20D+1.60S 0 0 0 82.158 0psipsipsipsi OK +1.20D+0.50L+0.50S 0 0 0 82.158 0psipsipsipsi OK +1.20D+0.50L+0.70S 0 0 0 82.158 0psipsipsipsi OK +0.90D 0 0 0 82.158 0psipsipsipsi OK Wall Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Thickened Slab Footing AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=2.0 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0 ft= Wall center offset from center of footing 7 in = = Wall Thickness 6.0 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 4 Bar spacing = 18.00 Applied Loads 0.410 0.540 0.6750 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = Wall Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Thickened Slab Footing AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.8678 Soil Bearing 1.736 ksf 2.0 ksf +D+S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.003739 Z Flexure (+X)0.03336 k-ft 8.922 k-ft +1.20D+1.60S PASS 0.02001 Z Flexure (-X)0.1786 k-ft 8.922 k-ft +0.90D PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.005664 1-way Shear (-X)0.4653 psi 82.158 psi +1.20D+1.60S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 2.0 ksf 0.06399 ksf 0.7810 ksf 0.3913.396 in , +D+Lr 2.0 ksf 0.0 ksf 1.539 ksf 0.7694.801 in , +D+S 2.0 ksf 0.0 ksf 1.736 ksf 0.8684.997 in , +D+0.750Lr 2.0 ksf 0.0 ksf 1.344 ksf 0.6724.564 in , +D+0.750S 2.0 ksf 0.0 ksf 1.490 ksf 0.7454.747 in , +0.60D 2.0 ksf 0.03839 ksf 0.4686 ksf 0.2343.396 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.2778 -X Bottom 0.0041 Min for Bending 0.1333 8.922 OK , +1.40D 0.0148 +X Bottom 0.0002 Min for Bending 0.1333 8.922 OK , +1.20D+0.50Lr 0.2415 -X Bottom 0.0036 Min for Bending 0.1333 8.922 OK , +1.20D+0.50Lr 0.01767 +X Bottom 0.0003 Min for Bending 0.1333 8.922 OK , +1.20D+0.50S 0.2425 -X Bottom 0.0036 Min for Bending 0.1333 8.922 OK , +1.20D+0.50S 0.01893 +X Bottom 0.0003 Min for Bending 0.1333 8.922 OK , +1.20D+1.60Lr 0.2542 -X Bottom 0.0038 Min for Bending 0.1333 8.922 OK , +1.20D+1.60Lr 0.02908 +X Bottom 0.0004 Min for Bending 0.1333 8.922 OK , +1.20D+1.60S 0.2602 -X Bottom 0.0039 Min for Bending 0.1333 8.922 OK , +1.20D+1.60S 0.03336 +X Bottom 0.0005 Min for Bending 0.1333 8.922 OK , +1.20D+0.70S 0.245 -X Bottom 0.0036 Min for Bending 0.1333 8.922 OK , +1.20D+0.70S 0.02149 +X Bottom 0.0003 Min for Bending 0.1333 8.922 OK , +0.90D 0.1786 -X Bottom 0.0026 Min for Bending 0.1333 8.922 OK , +0.90D 0.009516 +X Bottom 0.0001 Min for Bending 0.1333 8.922 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.2629 0 0.2629 82.158 0.0032psipsipsipsi OK +1.20D+0.50Lr 0.2853 0 0.2853 82.158 0.003473psipsipsipsi OK +1.20D+0.50S 0.3003 0 0.3003 82.158 0.003656psipsipsipsi OK +1.20D+1.60Lr 0.4173 0 0.4173 82.158 0.00508psipsipsipsi OK +1.20D+1.60S 0.4653 0 0.4653 82.158 0.005664psipsipsipsi OK +1.20D+0.70S 0.3303 0 0.3303 82.158 0.004021psipsipsipsi OK +0.90D 0.169 0 0.169 82.158 0.002057psipsipsipsi OK Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 3.0 60.0 3,122.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase2.50 No 300.0 0.350 2.50 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 1.333 ft Between Columns 3.333 ft Distance Right of Column #2 1.333 ft Total Footing Length =5.999 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.4.0 4.0 in= Height in= in^2 Footing Thickness 12.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 2.0 5 2.0 5 2.0 5 2.0 5 2.0 5 2.0 5 Bottom Bars Size # As As Count 0.620 0.5184 in^2 Req'dProvided 0.5184 in^2 Bars Btwn Cols Bottom Bars 0.620 0.620 0.5184 in^2 Top Bars in^20.620 0.0 Bars Right of Col #2 Top Bars 0.620 0.5184 Top Bars 0.620 0.0 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =0.6420 4.040 0.6420 4.040 k Overburden = Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.3702 Soil Bearing 0.9255 ksf 2.50 ksf +D+L PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 1.058 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS No Bending Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top 0.0 k-ft 0.06629 Flexure - Left of Col #1 - Bottom 1.608 k-ft +1.20D+1.60L PASS 24.262 +1.20D+1.60L PASS k-ft Flexure - Between Cols - Top 24.262-1.206 k-ft0.04972 +1.20D+1.60L k-ft Flexure - Between Cols - Bottom 1.506 k-ft0.06208 24.262 k-ft 0.0 k-ft 0.0 k-ft N/A PASS 0.06629 Flexure - Right of Col #2 - Bottom 1.608 k-ft 24.262 k-ft +1.20D+1.60L PASS 0.1019 1-way Shear - Col #1 8.373 psi 82.158 psi +1.20D+1.60L PASS 0.1019 1-way Shear - Col #2 8.373 psi 82.158 psi +1.20D+1.60L PASS 0.07569 2-way Punching - Col #1 12.438 psi 164.317 psi +1.20D+1.60L 2-way Punching - Col #2 12.438 psi 164.317 psi +1.20D+1.60L No Bending N/APASS PASS 0.0 k-ft PASS 0.07569 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 3.02 0.25 0.25 2.50 0.101kftksfksfksf0.000 +D+L 11.10 0.93 0.93 2.50 0.370kftksfksfksf0.000 +D+0.750L 9.08 0.76 0.76 2.50 0.303kftksfksfksf0.000 +0.60D 1.81 0.15 0.15 2.50 0.060kftksfksfksf0.000 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 1.06 999kk +D+L 0.00 3.89 999kk +D+0.750L 0.00 3.18 999kk +0.60D 0.00 0.63 999kk As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.015 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.030 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.045 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.060 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.075 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.090 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.013 0.105 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.017 0.120 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.022 0.135 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.027 0.150 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.033 0.165 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.039 0.180 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.046 0.195 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.053 0.210 Bottom 0.518 Min Temp %0.620 24.262 0.002 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 0.061 0.225 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.069 0.240 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.078 0.255 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.088 0.270 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.098 0.285 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.108 0.300 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.120 0.315 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.131 0.330 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.143 0.345 Bottom 0.518 Min Temp %0.620 24.262 0.006 +1.20D+1.60L 0.156 0.360 Bottom 0.518 Min Temp %0.620 24.262 0.006 +1.20D+1.60L 0.170 0.375 Bottom 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L 0.183 0.390 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.198 0.405 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.213 0.420 Bottom 0.518 Min Temp %0.620 24.262 0.009 +1.20D+1.60L 0.228 0.435 Bottom 0.518 Min Temp %0.620 24.262 0.009 +1.20D+1.60L 0.244 0.450 Bottom 0.518 Min Temp %0.620 24.262 0.010 +1.20D+1.60L 0.261 0.465 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.278 0.480 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.295 0.495 Bottom 0.518 Min Temp %0.620 24.262 0.012 +1.20D+1.60L 0.314 0.510 Bottom 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L 0.332 0.525 Bottom 0.518 Min Temp %0.620 24.262 0.014 +1.20D+1.60L 0.352 0.540 Bottom 0.518 Min Temp %0.620 24.262 0.014 +1.20D+1.60L 0.371 0.555 Bottom 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L 0.392 0.570 Bottom 0.518 Min Temp %0.620 24.262 0.016 +1.20D+1.60L 0.413 0.585 Bottom 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L 0.434 0.600 Bottom 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L 0.456 0.615 Bottom 0.518 Min Temp %0.620 24.262 0.019 +1.20D+1.60L 0.478 0.630 Bottom 0.518 Min Temp %0.620 24.262 0.020 +1.20D+1.60L 0.502 0.645 Bottom 0.518 Min Temp %0.620 24.262 0.021 +1.20D+1.60L 0.525 0.660 Bottom 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L 0.549 0.675 Bottom 0.518 Min Temp %0.620 24.262 0.023 +1.20D+1.60L 0.574 0.690 Bottom 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L 0.599 0.705 Bottom 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L 0.625 0.720 Bottom 0.518 Min Temp %0.620 24.262 0.026 +1.20D+1.60L 0.651 0.735 Bottom 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L 0.678 0.750 Bottom 0.518 Min Temp %0.620 24.262 0.028 +1.20D+1.60L 0.706 0.765 Bottom 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L 0.733 0.780 Bottom 0.518 Min Temp %0.620 24.262 0.030 +1.20D+1.60L 0.762 0.795 Bottom 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L 0.791 0.810 Bottom 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L 0.821 0.825 Bottom 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L 0.851 0.840 Bottom 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L 0.881 0.855 Bottom 0.518 Min Temp %0.620 24.262 0.036 +1.20D+1.60L 0.912 0.870 Bottom 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L 0.944 0.885 Bottom 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L 0.976 0.900 Bottom 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L 1.009 0.915 Bottom 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L 1.043 0.930 Bottom 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L 1.077 0.945 Bottom 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L 1.111 0.960 Bottom 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L 1.146 0.975 Bottom 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L 1.182 0.990 Bottom 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L 1.218 1.005 Bottom 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L 1.254 1.020 Bottom 0.518 Min Temp %0.620 24.262 0.052 +1.20D+1.60L 1.291 1.035 Bottom 0.518 Min Temp %0.620 24.262 0.053 +1.20D+1.60L 1.329 1.050 Bottom 0.518 Min Temp %0.620 24.262 0.055 +1.20D+1.60L 1.367 1.065 Bottom 0.518 Min Temp %0.620 24.262 0.056 +1.20D+1.60L 1.406 1.080 Bottom 0.518 Min Temp %0.620 24.262 0.058 +1.20D+1.60L 1.445 1.095 Bottom 0.518 Min Temp %0.620 24.262 0.060 +1.20D+1.60L 1.485 1.110 Bottom 0.518 Min Temp %0.620 24.262 0.061 +1.20D+1.60L 1.526 1.125 Bottom 0.518 Min Temp %0.620 24.262 0.063 +1.20D+1.60L 1.567 1.140 Bottom 0.518 Min Temp %0.620 24.262 0.065 +1.20D+1.60L 1.608 1.155 Bottom 0.518 Min Temp %0.620 24.262 0.066 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 1.650 1.170 Bottom 0.518 Min Temp %0.620 24.262 0.068 +1.20D+1.60L 1.689 1.185 Bottom 0.518 Min Temp %0.620 24.262 0.070 +1.20D+1.60L 1.724 1.200 Bottom 0.518 Min Temp %0.620 24.262 0.071 +1.20D+1.60L 1.754 1.215 Bottom 0.518 Min Temp %0.620 24.262 0.072 +1.20D+1.60L 1.780 1.230 Bottom 0.518 Min Temp %0.620 24.262 0.073 +1.20D+1.60L 1.802 1.245 Bottom 0.518 Min Temp %0.620 24.262 0.074 +1.20D+1.60L 1.819 1.260 Bottom 0.518 Min Temp %0.620 24.262 0.075 +1.20D+1.60L 1.832 1.275 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.841 1.290 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.845 1.305 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.845 1.320 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.841 1.335 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.832 1.350 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.819 1.365 Bottom 0.518 Min Temp %0.620 24.262 0.075 +1.20D+1.60L 1.801 1.380 Bottom 0.518 Min Temp %0.620 24.262 0.074 +1.20D+1.60L 1.780 1.395 Bottom 0.518 Min Temp %0.620 24.262 0.073 +1.20D+1.60L 1.754 1.410 Bottom 0.518 Min Temp %0.620 24.262 0.072 +1.20D+1.60L 1.723 1.425 Bottom 0.518 Min Temp %0.620 24.262 0.071 +1.20D+1.60L 1.689 1.440 Bottom 0.518 Min Temp %0.620 24.262 0.070 +1.20D+1.60L 1.649 1.455 Bottom 0.518 Min Temp %0.620 24.262 0.068 +1.20D+1.60L 1.606 1.470 Bottom 0.518 Min Temp %0.620 24.262 0.066 +1.20D+1.60L 1.558 1.485 Bottom 0.518 Min Temp %0.620 24.262 0.064 +1.20D+1.60L 1.506 1.500 Bottom 0.518 Min Temp %0.620 24.262 0.062 +1.20D+1.60L 1.452 1.515 Bottom 0.518 Min Temp %0.620 24.262 0.060 +1.20D+1.60L 1.399 1.530 Bottom 0.518 Min Temp %0.620 24.262 0.058 +1.20D+1.60L 1.346 1.545 Bottom 0.518 Min Temp %0.620 24.262 0.055 +1.20D+1.60L 1.293 1.560 Bottom 0.518 Min Temp %0.620 24.262 0.053 +1.20D+1.60L 1.242 1.575 Bottom 0.518 Min Temp %0.620 24.262 0.051 +1.20D+1.60L 1.190 1.590 Bottom 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L 1.140 1.605 Bottom 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L 1.089 1.620 Bottom 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L 1.040 1.635 Bottom 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L 0.991 1.650 Bottom 0.518 Min Temp %0.620 24.262 0.041 +1.20D+1.60L 0.942 1.665 Bottom 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L 0.894 1.680 Bottom 0.518 Min Temp %0.620 24.262 0.037 +1.20D+1.60L 0.847 1.695 Bottom 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L 0.800 1.710 Bottom 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L 0.753 1.725 Bottom 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L 0.708 1.740 Bottom 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L 0.662 1.755 Bottom 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L 0.618 1.770 Bottom 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L 0.573 1.785 Bottom 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L 0.530 1.800 Bottom 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L 0.487 1.815 Bottom 0.518 Min Temp %0.620 24.262 0.020 +1.20D+1.60L 0.444 1.830 Bottom 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L 0.402 1.845 Bottom 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L 0.360 1.860 Bottom 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L 0.319 1.875 Bottom 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L 0.279 1.890 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.239 1.905 Bottom 0.518 Min Temp %0.620 24.262 0.010 +1.20D+1.60L 0.200 1.920 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.161 1.935 Bottom 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L 0.123 1.950 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.085 1.965 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.048 1.980 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.011 1.995 Bottom 0.518 Min Temp %0.620 24.262 0.000 +1.20D+1.60L -0.025 2.010 Top 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L -0.060 2.025 Top 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L -0.095 2.040 Top 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L -0.130 2.055 Top 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L -0.164 2.070 Top 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L -0.197 2.085 Top 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L -0.230 2.100 Top 0.518 Min Temp %0.620 24.262 0.009 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L -0.262 2.115 Top 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L -0.294 2.130 Top 0.518 Min Temp %0.620 24.262 0.012 +1.20D+1.60L -0.325 2.145 Top 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L -0.356 2.160 Top 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L -0.386 2.175 Top 0.518 Min Temp %0.620 24.262 0.016 +1.20D+1.60L -0.415 2.190 Top 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L -0.444 2.205 Top 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L -0.473 2.220 Top 0.518 Min Temp %0.620 24.262 0.019 +1.20D+1.60L -0.501 2.235 Top 0.518 Min Temp %0.620 24.262 0.021 +1.20D+1.60L -0.528 2.250 Top 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L -0.555 2.265 Top 0.518 Min Temp %0.620 24.262 0.023 +1.20D+1.60L -0.581 2.280 Top 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L -0.607 2.295 Top 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L -0.632 2.310 Top 0.518 Min Temp %0.620 24.262 0.026 +1.20D+1.60L -0.657 2.325 Top 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L -0.681 2.340 Top 0.518 Min Temp %0.620 24.262 0.028 +1.20D+1.60L -0.705 2.355 Top 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L -0.728 2.370 Top 0.518 Min Temp %0.620 24.262 0.030 +1.20D+1.60L -0.750 2.385 Top 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L -0.772 2.400 Top 0.518 Min Temp %0.620 24.262 0.032 +1.20D+1.60L -0.794 2.415 Top 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L -0.815 2.430 Top 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L -0.835 2.445 Top 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L -0.855 2.460 Top 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L -0.874 2.475 Top 0.518 Min Temp %0.620 24.262 0.036 +1.20D+1.60L -0.893 2.490 Top 0.518 Min Temp %0.620 24.262 0.037 +1.20D+1.60L -0.911 2.505 Top 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L -0.929 2.520 Top 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L -0.946 2.535 Top 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L -0.962 2.550 Top 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L -0.978 2.565 Top 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L -0.994 2.580 Top 0.518 Min Temp %0.620 24.262 0.041 +1.20D+1.60L -1.009 2.595 Top 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L -1.023 2.610 Top 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L -1.037 2.625 Top 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L -1.050 2.640 Top 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L -1.063 2.655 Top 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L -1.075 2.670 Top 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L -1.087 2.685 Top 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L -1.098 2.700 Top 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L -1.108 2.715 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.118 2.730 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.128 2.745 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.137 2.760 Top 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L -1.145 2.775 Top 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L -1.153 2.790 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.160 2.805 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.167 2.820 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.174 2.835 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.179 2.850 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.184 2.865 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.189 2.880 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.193 2.895 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.197 2.910 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.200 2.925 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.202 2.940 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.204 2.955 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.205 2.970 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.206 2.985 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.206 3.000 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.206 3.014 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.205 3.029 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.204 3.044 Top 0.518 Min Temp %0.620 24.262 0.050 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L -1.202 3.059 Top 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L -1.200 3.074 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.197 3.089 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.193 3.104 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.189 3.119 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.184 3.134 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.179 3.149 Top 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L -1.174 3.164 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.167 3.179 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.160 3.194 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.153 3.209 Top 0.518 Min Temp %0.620 24.262 0.048 +1.20D+1.60L -1.145 3.224 Top 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L -1.137 3.239 Top 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L -1.128 3.254 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.118 3.269 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.108 3.284 Top 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L -1.098 3.299 Top 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L -1.087 3.314 Top 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L -1.075 3.329 Top 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L -1.063 3.344 Top 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L -1.050 3.359 Top 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L -1.037 3.374 Top 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L -1.023 3.389 Top 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L -1.009 3.404 Top 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L -0.994 3.419 Top 0.518 Min Temp %0.620 24.262 0.041 +1.20D+1.60L -0.978 3.434 Top 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L -0.962 3.449 Top 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L -0.946 3.464 Top 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L -0.929 3.479 Top 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L -0.911 3.494 Top 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L -0.893 3.509 Top 0.518 Min Temp %0.620 24.262 0.037 +1.20D+1.60L -0.874 3.524 Top 0.518 Min Temp %0.620 24.262 0.036 +1.20D+1.60L -0.855 3.539 Top 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L -0.835 3.554 Top 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L -0.815 3.569 Top 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L -0.794 3.584 Top 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L -0.772 3.599 Top 0.518 Min Temp %0.620 24.262 0.032 +1.20D+1.60L -0.750 3.614 Top 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L -0.728 3.629 Top 0.518 Min Temp %0.620 24.262 0.030 +1.20D+1.60L -0.705 3.644 Top 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L -0.681 3.659 Top 0.518 Min Temp %0.620 24.262 0.028 +1.20D+1.60L -0.657 3.674 Top 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L -0.632 3.689 Top 0.518 Min Temp %0.620 24.262 0.026 +1.20D+1.60L -0.607 3.704 Top 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L -0.581 3.719 Top 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L -0.555 3.734 Top 0.518 Min Temp %0.620 24.262 0.023 +1.20D+1.60L -0.528 3.749 Top 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L -0.501 3.764 Top 0.518 Min Temp %0.620 24.262 0.021 +1.20D+1.60L -0.473 3.779 Top 0.518 Min Temp %0.620 24.262 0.019 +1.20D+1.60L -0.444 3.794 Top 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L -0.415 3.809 Top 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L -0.386 3.824 Top 0.518 Min Temp %0.620 24.262 0.016 +1.20D+1.60L -0.356 3.839 Top 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L -0.325 3.854 Top 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L -0.294 3.869 Top 0.518 Min Temp %0.620 24.262 0.012 +1.20D+1.60L -0.262 3.884 Top 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L -0.230 3.899 Top 0.518 Min Temp %0.620 24.262 0.009 +1.20D+1.60L -0.197 3.914 Top 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L -0.164 3.929 Top 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L -0.130 3.944 Top 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L -0.095 3.959 Top 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L -0.060 3.974 Top 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L -0.025 3.989 Top 0.518 Min Temp %0.620 24.262 0.001 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 0.011 4.004 Bottom 0.518 Min Temp %0.620 24.262 0.000 +1.20D+1.60L 0.048 4.019 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.085 4.034 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.123 4.049 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.161 4.064 Bottom 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L 0.200 4.079 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.239 4.094 Bottom 0.518 Min Temp %0.620 24.262 0.010 +1.20D+1.60L 0.279 4.109 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.319 4.124 Bottom 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L 0.360 4.139 Bottom 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L 0.402 4.154 Bottom 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L 0.444 4.169 Bottom 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L 0.487 4.184 Bottom 0.518 Min Temp %0.620 24.262 0.020 +1.20D+1.60L 0.530 4.199 Bottom 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L 0.573 4.214 Bottom 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L 0.618 4.229 Bottom 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L 0.662 4.244 Bottom 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L 0.708 4.259 Bottom 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L 0.753 4.274 Bottom 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L 0.800 4.289 Bottom 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L 0.847 4.304 Bottom 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L 0.894 4.319 Bottom 0.518 Min Temp %0.620 24.262 0.037 +1.20D+1.60L 0.942 4.334 Bottom 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L 0.991 4.349 Bottom 0.518 Min Temp %0.620 24.262 0.041 +1.20D+1.60L 1.040 4.364 Bottom 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L 1.089 4.379 Bottom 0.518 Min Temp %0.620 24.262 0.045 +1.20D+1.60L 1.140 4.394 Bottom 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L 1.190 4.409 Bottom 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L 1.242 4.424 Bottom 0.518 Min Temp %0.620 24.262 0.051 +1.20D+1.60L 1.293 4.439 Bottom 0.518 Min Temp %0.620 24.262 0.053 +1.20D+1.60L 1.346 4.454 Bottom 0.518 Min Temp %0.620 24.262 0.055 +1.20D+1.60L 1.399 4.469 Bottom 0.518 Min Temp %0.620 24.262 0.058 +1.20D+1.60L 1.452 4.484 Bottom 0.518 Min Temp %0.620 24.262 0.060 +1.20D+1.60L 1.506 4.499 Bottom 0.518 Min Temp %0.620 24.262 0.062 +1.20D+1.60L 1.558 4.514 Bottom 0.518 Min Temp %0.620 24.262 0.064 +1.20D+1.60L 1.606 4.529 Bottom 0.518 Min Temp %0.620 24.262 0.066 +1.20D+1.60L 1.649 4.544 Bottom 0.518 Min Temp %0.620 24.262 0.068 +1.20D+1.60L 1.689 4.559 Bottom 0.518 Min Temp %0.620 24.262 0.070 +1.20D+1.60L 1.723 4.574 Bottom 0.518 Min Temp %0.620 24.262 0.071 +1.20D+1.60L 1.754 4.589 Bottom 0.518 Min Temp %0.620 24.262 0.072 +1.20D+1.60L 1.780 4.604 Bottom 0.518 Min Temp %0.620 24.262 0.073 +1.20D+1.60L 1.801 4.619 Bottom 0.518 Min Temp %0.620 24.262 0.074 +1.20D+1.60L 1.819 4.634 Bottom 0.518 Min Temp %0.620 24.262 0.075 +1.20D+1.60L 1.832 4.649 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.841 4.664 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.845 4.679 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.845 4.694 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.841 4.709 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.832 4.724 Bottom 0.518 Min Temp %0.620 24.262 0.076 +1.20D+1.60L 1.819 4.739 Bottom 0.518 Min Temp %0.620 24.262 0.075 +1.20D+1.60L 1.802 4.754 Bottom 0.518 Min Temp %0.620 24.262 0.074 +1.20D+1.60L 1.780 4.769 Bottom 0.518 Min Temp %0.620 24.262 0.073 +1.20D+1.60L 1.754 4.784 Bottom 0.518 Min Temp %0.620 24.262 0.072 +1.20D+1.60L 1.724 4.799 Bottom 0.518 Min Temp %0.620 24.262 0.071 +1.20D+1.60L 1.689 4.814 Bottom 0.518 Min Temp %0.620 24.262 0.070 +1.20D+1.60L 1.650 4.829 Bottom 0.518 Min Temp %0.620 24.262 0.068 +1.20D+1.60L 1.608 4.844 Bottom 0.518 Min Temp %0.620 24.262 0.066 +1.20D+1.60L 1.567 4.859 Bottom 0.518 Min Temp %0.620 24.262 0.065 +1.20D+1.60L 1.526 4.874 Bottom 0.518 Min Temp %0.620 24.262 0.063 +1.20D+1.60L 1.485 4.889 Bottom 0.518 Min Temp %0.620 24.262 0.061 +1.20D+1.60L 1.445 4.904 Bottom 0.518 Min Temp %0.620 24.262 0.060 +1.20D+1.60L 1.406 4.919 Bottom 0.518 Min Temp %0.620 24.262 0.058 +1.20D+1.60L 1.367 4.934 Bottom 0.518 Min Temp %0.620 24.262 0.056 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 1.329 4.949 Bottom 0.518 Min Temp %0.620 24.262 0.055 +1.20D+1.60L 1.291 4.964 Bottom 0.518 Min Temp %0.620 24.262 0.053 +1.20D+1.60L 1.254 4.979 Bottom 0.518 Min Temp %0.620 24.262 0.052 +1.20D+1.60L 1.218 4.994 Bottom 0.518 Min Temp %0.620 24.262 0.050 +1.20D+1.60L 1.182 5.009 Bottom 0.518 Min Temp %0.620 24.262 0.049 +1.20D+1.60L 1.146 5.024 Bottom 0.518 Min Temp %0.620 24.262 0.047 +1.20D+1.60L 1.111 5.039 Bottom 0.518 Min Temp %0.620 24.262 0.046 +1.20D+1.60L 1.077 5.054 Bottom 0.518 Min Temp %0.620 24.262 0.044 +1.20D+1.60L 1.043 5.069 Bottom 0.518 Min Temp %0.620 24.262 0.043 +1.20D+1.60L 1.009 5.084 Bottom 0.518 Min Temp %0.620 24.262 0.042 +1.20D+1.60L 0.976 5.099 Bottom 0.518 Min Temp %0.620 24.262 0.040 +1.20D+1.60L 0.944 5.114 Bottom 0.518 Min Temp %0.620 24.262 0.039 +1.20D+1.60L 0.912 5.129 Bottom 0.518 Min Temp %0.620 24.262 0.038 +1.20D+1.60L 0.881 5.144 Bottom 0.518 Min Temp %0.620 24.262 0.036 +1.20D+1.60L 0.851 5.159 Bottom 0.518 Min Temp %0.620 24.262 0.035 +1.20D+1.60L 0.821 5.174 Bottom 0.518 Min Temp %0.620 24.262 0.034 +1.20D+1.60L 0.791 5.189 Bottom 0.518 Min Temp %0.620 24.262 0.033 +1.20D+1.60L 0.762 5.204 Bottom 0.518 Min Temp %0.620 24.262 0.031 +1.20D+1.60L 0.733 5.219 Bottom 0.518 Min Temp %0.620 24.262 0.030 +1.20D+1.60L 0.706 5.234 Bottom 0.518 Min Temp %0.620 24.262 0.029 +1.20D+1.60L 0.678 5.249 Bottom 0.518 Min Temp %0.620 24.262 0.028 +1.20D+1.60L 0.651 5.264 Bottom 0.518 Min Temp %0.620 24.262 0.027 +1.20D+1.60L 0.625 5.279 Bottom 0.518 Min Temp %0.620 24.262 0.026 +1.20D+1.60L 0.599 5.294 Bottom 0.518 Min Temp %0.620 24.262 0.025 +1.20D+1.60L 0.574 5.309 Bottom 0.518 Min Temp %0.620 24.262 0.024 +1.20D+1.60L 0.549 5.324 Bottom 0.518 Min Temp %0.620 24.262 0.023 +1.20D+1.60L 0.525 5.339 Bottom 0.518 Min Temp %0.620 24.262 0.022 +1.20D+1.60L 0.502 5.354 Bottom 0.518 Min Temp %0.620 24.262 0.021 +1.20D+1.60L 0.478 5.369 Bottom 0.518 Min Temp %0.620 24.262 0.020 +1.20D+1.60L 0.456 5.384 Bottom 0.518 Min Temp %0.620 24.262 0.019 +1.20D+1.60L 0.434 5.399 Bottom 0.518 Min Temp %0.620 24.262 0.018 +1.20D+1.60L 0.413 5.414 Bottom 0.518 Min Temp %0.620 24.262 0.017 +1.20D+1.60L 0.392 5.429 Bottom 0.518 Min Temp %0.620 24.262 0.016 +1.20D+1.60L 0.371 5.444 Bottom 0.518 Min Temp %0.620 24.262 0.015 +1.20D+1.60L 0.352 5.459 Bottom 0.518 Min Temp %0.620 24.262 0.014 +1.20D+1.60L 0.332 5.474 Bottom 0.518 Min Temp %0.620 24.262 0.014 +1.20D+1.60L 0.314 5.489 Bottom 0.518 Min Temp %0.620 24.262 0.013 +1.20D+1.60L 0.295 5.504 Bottom 0.518 Min Temp %0.620 24.262 0.012 +1.20D+1.60L 0.278 5.519 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.261 5.534 Bottom 0.518 Min Temp %0.620 24.262 0.011 +1.20D+1.60L 0.244 5.549 Bottom 0.518 Min Temp %0.620 24.262 0.010 +1.20D+1.60L 0.228 5.564 Bottom 0.518 Min Temp %0.620 24.262 0.009 +1.20D+1.60L 0.213 5.579 Bottom 0.518 Min Temp %0.620 24.262 0.009 +1.20D+1.60L 0.198 5.594 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.183 5.609 Bottom 0.518 Min Temp %0.620 24.262 0.008 +1.20D+1.60L 0.170 5.624 Bottom 0.518 Min Temp %0.620 24.262 0.007 +1.20D+1.60L 0.156 5.639 Bottom 0.518 Min Temp %0.620 24.262 0.006 +1.20D+1.60L 0.143 5.654 Bottom 0.518 Min Temp %0.620 24.262 0.006 +1.20D+1.60L 0.131 5.669 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.120 5.684 Bottom 0.518 Min Temp %0.620 24.262 0.005 +1.20D+1.60L 0.108 5.699 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.098 5.714 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.088 5.729 Bottom 0.518 Min Temp %0.620 24.262 0.004 +1.20D+1.60L 0.078 5.744 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.069 5.759 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.061 5.774 Bottom 0.518 Min Temp %0.620 24.262 0.003 +1.20D+1.60L 0.053 5.789 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.046 5.804 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.039 5.819 Bottom 0.518 Min Temp %0.620 24.262 0.002 +1.20D+1.60L 0.033 5.834 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.027 5.849 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.022 5.864 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.017 5.879 Bottom 0.518 Min Temp %0.620 24.262 0.001 Combined Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:FOOTING FOR LANDING POSTS AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 0.013 5.894 Bottom 0.518 Min Temp %0.620 24.262 0.001 +1.20D+1.60L 0.000 5.909 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.924 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.939 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.954 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.969 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.984 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 5.999 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear vu @ Col #1Load Combination...Phi Vn vu @ Col #2 vu @ Col #1 vu @ Col #2Phi Vn +1.40D 82.16 1.04 1.04 1.55 1.55 psi164.32 psi psipsipsipsi +1.20D+1.60L 82.16 8.37 8.37 12.44 12.44 psi164.32 psi psipsipsipsi +1.20D+0.50L 82.16 3.23 3.23 4.80 4.80 psi164.32 psi psipsipsipsi +1.20D 82.16 0.89 0.89 1.32 1.32 psi164.32 psi psipsipsipsi +0.90D 82.16 0.67 0.67 0.99 0.99 psi164.32 psi psipsipsipsi General Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Foundation Design at 2.5B AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.350Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.974 9.240 1.70 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Foundation Design at 2.5B AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building FAIL Sliding - X-X k k FAIL Sliding - Z-Z k k DESIGN SUMMARY Design N.G. Governing Load CombinationMin. Ratio Item Applied Capacity PASS Soil Bearing ksf ksf FAIL Overturning - X-X k-ft k-ft FAIL Overturning - Z-Z k-ft k-ft FAIL Uplift k k PASS Z Flexure (+X)k-ft/ft k-ft/ft PASS Z Flexure (-X)k-ft/ft k-ft/ft PASS X Flexure (+Z)k-ft/ft k-ft/ft PASS X Flexure (-Z)k-ft/ft k-ft/ft PASS 1-way Shear (+X)psi psi PASS 1-way Shear (-X)psi psi PASS 1-way Shear (+Z)psi psi PASS 1-way Shear (-Z)psi psi PASS 2-way Punching psi psi Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.3934 0.3934 n/a 0.1570.0n/a X-X, +D+L 2.50 n/a0.9709 0.9709 n/a 0.3880.0n/a X-X, +D+S 2.50 n/a0.4996 0.4996 n/a 0.2000.0n/a X-X, +D+0.750L 2.50 n/a0.8265 0.8265 n/a 0.3310.0n/a X-X, +D+0.750L+0.750S 2.50 n/a0.9062 0.9062 n/a 0.3630.0n/a X-X, +0.60D 2.50 n/a0.2360 0.2360 n/a 0.0940.0n/a Z-Z, D Only 2.50 0.3934n/a n/a 0.3934 0.157n/a0.0 Z-Z, +D+L 2.50 0.9709n/a n/a 0.9709 0.388n/a0.0 Z-Z, +D+S 2.50 0.4996n/a n/a 0.4996 0.200n/a0.0 Z-Z, +D+0.750L 2.50 0.8265n/a n/a 0.8265 0.331n/a0.0 Z-Z, +D+0.750L+0.750S 2.50 0.9062n/a n/a 0.9062 0.363n/a0.0 Z-Z, +0.60D 2.50 0.2360n/a n/a 0.2360 0.094n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6955 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.40D 0.6955 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+1.60L 2.444 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+1.60L 2.444 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+1.60L+0.50S 2.550 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+1.60L+0.50S 2.550 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L 1.174 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L 1.174 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D 0.5961 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D 0.5961 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+1.60S 1.514 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+1.60S 1.514 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+1.60S 0.9361 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK General Footing LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:Foundation Design at 2.5B AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 0.9361 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+0.50S 1.280 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+0.50S 1.280 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+0.70S 1.322 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +1.20D+0.50L+0.70S 1.322 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +0.90D 0.4471 +Z Bottom 0.2592 AsMin 0.3875 15.031 OK X-X, +0.90D 0.4471 -Z Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.40D 0.6955 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.40D 0.6955 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60L 2.444 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60L 2.444 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60L+0.50S 2.550 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60L+0.50S 2.550 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L 1.174 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L 1.174 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D 0.5961 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D 0.5961 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+1.60S 1.514 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+1.60S 1.514 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60S 0.9361 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+1.60S 0.9361 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+0.50S 1.280 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+0.50S 1.280 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+0.70S 1.322 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +1.20D+0.50L+0.70S 1.322 +X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +0.90D 0.4471 -X Bottom 0.2592 AsMin 0.3875 15.031 OK Z-Z, +0.90D 0.4471 +X Bottom 0.2592 AsMin 0.3875 15.031 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.99 3.99 3.99 3.99 3.99 82.16 0.05psipsipsipsipsipsi OK +1.20D+1.60L 14.03 14.03 14.03 14.03 14.03 82.16 0.17psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 14.64 14.64 14.64 14.64 14.64 82.16 0.18psipsipsipsipsipsi OK +1.20D+0.50L 6.74 6.74 6.74 6.74 6.74 82.16 0.08psipsipsipsipsipsi OK +1.20D 3.42 3.42 3.42 3.42 3.42 82.16 0.04psipsipsipsipsipsi OK +1.20D+0.50L+1.60S 8.69 8.69 8.69 8.69 8.69 82.16 0.11psipsipsipsipsipsi OK +1.20D+1.60S 5.37 5.37 5.37 5.37 5.37 82.16 0.07psipsipsipsipsipsi OK +1.20D+0.50L+0.50S 7.35 7.35 7.35 7.35 7.35 82.16 0.09psipsipsipsipsipsi OK +1.20D+0.50L+0.70S 7.59 7.59 7.59 7.59 7.59 82.16 0.09psipsipsipsipsipsi OK +0.90D 2.57 2.57 2.57 2.57 2.57 82.16 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 16.62 164.32 0.1011 OKpsipsi +1.20D+1.60L 58.39 164.32 0.3554 OKpsipsi +1.20D+1.60L+0.50S 60.93 164.32 0.3708 OKpsipsi +1.20D+0.50L 28.04 164.32 0.1706 OKpsipsi +1.20D 14.24 164.32 0.08667 OKpsipsi +1.20D+0.50L+1.60S 36.16 164.32 0.2201 OKpsipsi +1.20D+1.60S 22.37 164.32 0.1361 OKpsipsi +1.20D+0.50L+0.50S 30.58 164.32 0.1861 OKpsipsi +1.20D+0.50L+0.70S 31.59 164.32 0.1923 OKpsipsi +0.90D 10.68 164.32 0.065 OKpsipsi Project Information LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Premier Collision - Yelm Detail Shop Description : Address :108 West Yelm Avenue, Yelm, WA 98597 Project Leader :ADM Phone :eMail :dmceachern@ahbl.com Project Notes Fax :253.383.2422 253.383.2572 New Commercial Building I.D. :2220781.20 Project Title : Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 4-6 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 3-2x6Analysis Method : 15.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 4.50 in Exact Depth 5.50 in Area 24.750 in^2 Ix 62.391 in^4 Iy 41.766 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 15.0 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 80.463 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 15.0 ft, D = 2.973, S = 4.130 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1130 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.750 Location of max.above base 7.450 ft Applied Axial 6.151 k Applied Mx 1.430 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 46.227 psi 288.0Allowable Shear psi 0.1070 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.8475 k Bottom along Y-Y 0.8475 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.5474 in at 7.550 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 426.465 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.0 ft0.306 ft0.3016 +D+S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.6943 +D+0.750S 1.150 PASS PASS0.0 0.0 15.0 ft0.245 ft0.5945 +D+0.60W 1.600 PASS PASS7.450 0.1070 0.0 ft0.179 ft0.6309 +D+0.450W 1.600 PASS PASS7.450 0.08026 0.0 ft0.179 ft0.4941 +D+0.750S+0.450W 1.600 PASS PASS7.450 0.08026 0.0 ft0.179 ft0.750 +0.60D+0.60W 1.600 PASS PASS7.450 0.1070 0.0 ft0.179 ft0.5773 +0.60D 1.600 PASS PASS0.0 0.0 15.0 ft0.179 ft0.1736 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 4-6 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.053 +D+S 7.183 +D+0.750S 6.151 +D+0.60W 0.508 3.0530.509 +D+0.450W 0.381 3.0530.381 +D+0.750S+0.450W 0.381 6.1510.381 +0.60D+0.60W 0.508 1.8320.509 +0.60D 1.832 S Only 4.130 W Only 0.8470.848 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.547 7.550 ftftinin0.000 +D+0.3150W 0.0000 0.411 7.550 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.411 7.550 ftftinin0.000 +0.60D+0.420W 0.0000 0.547 7.550 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 8 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 4-1.75x5.5Analysis Method : 20.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species iLevel Truss Joist Wood Grade MicroLam LVL 1.9 E Fb +2,600.0 2,600.0 psi 2,510.0 750.0 285.0 1,555.0 42.010 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,900.0 965.71 1,900.0 965.71 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 7.0 in Exact Depth 5.50 in Area 38.50 in^2 Ix 97.052 in^4 Iy 157.208 in^4 Wood Grading/Manuf.Trus Joist Wood Member Type Microllam LVL Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,900.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 20.0 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 224.637 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 20.0 ft, D = 2.973, S = 4.130 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1240 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.4641 Location of max.above base 0.0 ft Applied Axial 7.328 k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 43.481 psi 456.0Allowable Shear psi 0.06357 : 1 Bending Compression Tension Location of max.above base 20.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 1.240 k Bottom along Y-Y 1.240 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.028 in at 10.067 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 410.099 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 20.0 ft0.181 ft0.2036 +D+S 1.150 PASS PASS0.0 0.0 20.0 ft0.142 ft0.4641 +D+0.750S 1.150 PASS PASS0.0 0.0 20.0 ft0.142 ft0.3987 +D+0.60W 1.600 PASS PASS9.933 0.06357 20.0 ft0.103 ft0.3447 +D+0.450W 1.600 PASS PASS10.067 0.04768 20.0 ft0.103 ft0.2686 +D+0.750S+0.450W 1.600 PASS PASS9.933 0.04768 20.0 ft0.103 ft0.3983 +0.60D+0.60W 1.600 PASS PASS9.933 0.06357 20.0 ft0.103 ft0.3187 +0.60D 1.600 PASS PASS0.0 0.0 20.0 ft0.103 ft0.1209 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 8 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.198 +D+S 7.328 +D+0.750S 6.295 +D+0.60W 0.744 3.1980.744 +D+0.450W 0.558 3.1980.558 +D+0.750S+0.450W 0.558 6.2950.558 +0.60D+0.60W 0.744 1.9190.744 +0.60D 1.919 S Only 4.130 W Only 1.2401.240 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 1.028 10.067 ftftinin0.000 +D+0.3150W 0.0000 0.771 10.067 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.771 10.067 ftftinin0.000 +0.60D+0.420W 0.0000 1.028 10.067 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 9-10 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 3-2x6Analysis Method : 15.667Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 4.50 in Exact Depth 5.50 in Area 24.750 in^2 Ix 62.391 in^4 Iy 41.766 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 15.667 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 84.041 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 15.667 ft, D = 3.042, S = 4.915 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1302 k/ft .DESIGN SUMMARY FAIL PASS Max. Axial+Bending Stress Ratio =1.008 Location of max.above base 7.781 ft Applied Axial 6.812 k Applied Mx 1.798 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 55.632 psi 288.0Allowable Shear psi 0.1288 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 1.020 k Bottom along Y-Y 1.020 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.7506 in at 7.886 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 392.496 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.667 ft0.283 ft0.3340 +D+S 1.150 PASS PASS0.0 0.0 15.667 ft0.226 ft0.8427 +D+0.750S 1.150 PASS PASS0.0 0.0 15.667 ft0.226 ft0.7139 +D+0.60W 1.600 PASS PASS7.781 0.1288 0.0 ft0.165 ft0.7920 +D+0.450W 1.600 PASS PASS7.781 0.09658 0.0 ft0.165 ft0.6199 +D+0.750S+0.450W 1.600 FAIL !PASS7.781 0.09658 0.0 ft0.165 ft1.008 +0.60D+0.60W 1.600 PASS PASS7.781 0.1288 0.0 ft0.165 ft0.7257 +0.60D 1.600 PASS PASS0.0 0.0 15.667 ft0.165 ft0.1931 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 9-10 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.126 +D+S 8.041 +D+0.750S 6.812 +D+0.60W 0.612 3.1260.612 +D+0.450W 0.459 3.1260.459 +D+0.750S+0.450W 0.459 6.8120.459 +0.60D+0.60W 0.612 1.8760.612 +0.60D 1.876 S Only 4.915 W Only 1.0201.020 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.751 7.886 ftftinin0.000 +D+0.3150W 0.0000 0.563 7.886 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.563 7.886 ftftinin0.000 +0.60D+0.420W 0.0000 0.751 7.886 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 12 Column Design (A3) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 9Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 32.185 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, D = 1.490, S = 1.634 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.01426 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1120 Location of max.above base 0.0 ft Applied Axial 3.156 k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 5.252 psi 288.0Allowable Shear psi 0.01216 : 1 Bending Compression Tension Location of max.above base 9.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.06419 k Bottom along Y-Y 0.06419 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.03198 in at 4.530 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,707.75 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.0 ft1.000 ft0.06903 +D+S 1.150 PASS PASS0.0 0.0 9.0 ft1.000 ft0.1120 +D+0.750S 1.150 PASS PASS0.0 0.0 9.0 ft1.000 ft0.09751 +D+0.60W 1.600 PASS PASS4.470 0.01216 9.0 ft1.000 ft0.03909 +D+0.450W 1.600 PASS PASS4.470 0.009118 9.0 ft1.000 ft0.03891 +D+0.750S+0.450W 1.600 PASS PASS4.470 0.009118 9.0 ft1.000 ft0.07017 +0.60D+0.60W 1.600 PASS PASS4.470 0.01216 9.0 ft1.000 ft0.03813 +0.60D 1.600 PASS PASS0.0 0.0 9.0 ft1.000 ft0.02330 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 12 Column Design (A3) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.522 +D+S 3.156 +D+0.750S 2.748 +D+0.60W 0.039 1.5220.039 +D+0.450W 0.029 1.5220.029 +D+0.750S+0.450W 0.029 2.7480.029 +0.60D+0.60W 0.039 0.9130.039 +0.60D 0.913 S Only 1.634 W Only 0.0640.064 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.019 4.530 ftftinin0.000 +D+0.450W 0.0000 0.014 4.530 ftftinin0.000 +D+0.750S+0.450W 0.0000 0.014 4.530 ftftinin0.000 +0.60D+0.60W 0.0000 0.019 4.530 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.032 4.530 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (A3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.761 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 1.661, L = 2.510, S = 0.1610 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1385 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.4542 Location of max.above base 4.966 ft Applied Axial 1.697 k Applied Mx 1.039 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 56.671 psi 288.0Allowable Shear psi 0.1312 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.6927 k Bottom along Y-Y 0.6927 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.4734 in at 5.034 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 2,376.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.07694 +D+L 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1717 +D+S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.06593 +D+0.750L 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1169 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1313 +D+0.60W 1.600 PASS PASS4.966 0.1312 0.0 ft1.000 ft0.4542 +D+0.750L+0.450W 1.600 PASS PASS4.966 0.09839 10.0 ft1.000 ft0.3476 +D+0.750L+0.750S+0.450W 1.600 PASS PASS4.966 0.09839 10.0 ft1.000 ft0.3482 +0.60D+0.60W 1.600 PASS PASS4.966 0.1312 0.0 ft1.000 ft0.4530 Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (A3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.02597 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.697 +D+L 4.207 +D+S 1.858 +D+0.750L 3.579 +D+0.750L+0.750S 3.700 +D+0.60W 0.416 1.6970.416 +D+0.750L+0.450W 0.312 3.5790.312 +D+0.750L+0.750S+0.450W 0.312 3.7000.312 +0.60D+0.60W 0.416 1.0180.416 +0.60D 1.018 L Only 2.510 S Only 0.161 W Only 0.6930.693 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.284 5.034 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.213 5.034 ftftinin0.000 +D+0.750L+0.750S+0.450W 0.0000 0.213 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.284 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.473 5.034 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (A3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (2.5B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 10 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.761 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 2.865, Lr = 3.885, S = 1.693 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.005540 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.4808 Location of max.above base 0.0 ft Applied Axial 6.786 k Applied Mx 0.0 k-ft Load Combination +D+Lr Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 2.266 psi 288.0Allowable Shear psi 0.005246 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.02770 k Bottom along Y-Y 0.02770 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.007952 in at 5.034 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 855.34 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft0.585 ft0.2250 +D+Lr 1.250 PASS PASS0.0 0.0 10.0 ft0.461 ft0.4808 +D+S 1.150 PASS PASS0.0 0.0 10.0 ft0.491 ft0.3317 +D+0.750Lr 1.250 PASS PASS0.0 0.0 10.0 ft0.461 ft0.4120 +D+0.750S 1.150 PASS PASS0.0 0.0 10.0 ft0.491 ft0.3012 +D+0.60W 1.600 PASS PASS4.966 0.005246 10.0 ft0.376 ft0.1968 +D+0.750Lr+0.450W 1.600 PASS PASS4.966 0.003935 10.0 ft0.376 ft0.3943 +D+0.750S+0.450W 1.600 PASS PASS4.966 0.003935 10.0 ft0.376 ft0.2829 +0.60D+0.60W 1.600 PASS PASS4.966 0.005246 10.0 ft0.376 ft0.1181 Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (2.5B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft0.376 ft0.1180 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 2.901 +D+Lr 6.786 +D+S 4.594 +D+0.750Lr 5.815 +D+0.750S 4.171 +D+0.60W 0.017 2.9010.017 +D+0.750Lr+0.450W 0.012 5.8150.012 +D+0.750S+0.450W 0.012 4.1710.012 +0.60D+0.60W 0.017 1.7400.017 +0.60D 1.740 Lr Only 3.885 S Only 1.693 W Only 0.0280.028 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.008 5.034 ftftinin0.000 +D+0.750Lr+0.3150W 0.0000 0.006 5.034 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.006 5.034 ftftinin0.000 +0.60D+0.420W 0.0000 0.008 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (2.5B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (3.0B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.761 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 2.758, L = 3.114, S = 1.693 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0110 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2411 Location of max.above base 0.0 ft Applied Axial 5.908 k Applied Mx 0.0 k-ft Load Combination +D+L Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 4.50 psi 288.0Allowable Shear psi 0.01042 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0550 k Bottom along Y-Y 0.0550 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.03759 in at 5.034 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,485.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1267 +D+L 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2411 +D+S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1592 +D+0.750L 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1675 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2271 +D+0.60W 1.600 PASS PASS4.966 0.01042 0.0 ft1.000 ft0.07162 +D+0.750L+0.450W 1.600 PASS PASS4.966 0.007813 10.0 ft1.000 ft0.1310 +D+0.750L+0.750S+0.450W 1.600 PASS PASS4.966 0.007813 10.0 ft1.000 ft0.1634 +0.60D+0.60W 1.600 PASS PASS4.966 0.01042 0.0 ft1.000 ft0.04312 Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (3.0B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04276 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 2.794 +D+L 5.908 +D+S 4.487 +D+0.750L 5.129 +D+0.750L+0.750S 6.399 +D+0.60W 0.033 2.7940.033 +D+0.750L+0.450W 0.025 5.1290.025 +D+0.750L+0.750S+0.450W 0.025 6.3990.025 +0.60D+0.60W 0.033 1.6760.033 +0.60D 1.676 L Only 3.114 S Only 1.693 W Only 0.0550.055 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.023 5.034 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.017 5.034 ftftinin0.000 +D+0.750L+0.750S+0.450W 0.0000 0.017 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.023 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.038 5.034 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 15 COLUMN DESIGN (3.0B) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (B3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.761 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 1.90, L = 4.0, S = 0.1610 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1385 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.4548 Location of max.above base 4.966 ft Applied Axial 1.936 k Applied Mx 1.039 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 56.671 psi 288.0Allowable Shear psi 0.1312 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.6927 k Bottom along Y-Y 0.6927 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.4734 in at 5.034 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 2,376.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.08778 +D+L 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2423 +D+S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.07441 +D+0.750L 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1612 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1795 +D+0.60W 1.600 PASS PASS4.966 0.1312 0.0 ft1.000 ft0.4548 +D+0.750L+0.450W 1.600 PASS PASS4.966 0.09839 10.0 ft1.000 ft0.3551 +D+0.750L+0.750S+0.450W 1.600 PASS PASS4.966 0.09839 10.0 ft1.000 ft0.3559 +0.60D+0.60W 1.600 PASS PASS4.966 0.1312 0.0 ft1.000 ft0.4532 Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (B3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.02963 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.936 +D+L 5.936 +D+S 2.097 +D+0.750L 4.936 +D+0.750L+0.750S 5.057 +D+0.60W 0.416 1.9360.416 +D+0.750L+0.450W 0.312 4.9360.312 +D+0.750L+0.750S+0.450W 0.312 5.0570.312 +0.60D+0.60W 0.416 1.1610.416 +0.60D 1.161 L Only 4.000 S Only 0.161 W Only 0.6930.693 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.284 5.034 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.213 5.034 ftftinin0.000 +D+0.750L+0.750S+0.450W 0.0000 0.213 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.284 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.473 5.034 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR 11 COLUMN DESIGN (B3 DESIGN) AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 8.96Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 8.96 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 32.042 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 8.960 ft, D = 1.235, L = 7.813 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.01108 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5901 Location of max.above base 0.0 ft Applied Axial 9.080 k Applied Mx 0.0 k-ft Load Combination +D+L Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 4.062 psi 288.0Allowable Shear psi 0.009404 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.04965 k Bottom along Y-Y 0.04965 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.01025 in at 4.510 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 932.61 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 8.960 ft0.667 ft0.08618 +D+L 1.000 PASS PASS0.0 0.0 8.960 ft0.628 ft0.5901 +D+0.750L 1.250 PASS PASS0.0 0.0 8.960 ft0.543 ft0.4285 +D+0.60W 1.600 PASS PASS4.450 0.009404 0.0 ft0.451 ft0.07177 +D+0.750L+0.450W 1.600 PASS PASS4.450 0.007053 8.960 ft0.451 ft0.4032 +0.60D+0.60W 1.600 PASS PASS4.450 0.009404 0.0 ft0.451 ft0.04311 +0.60D 1.600 PASS PASS0.0 0.0 8.960 ft0.451 ft0.0430 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:HEADER 16 COLUMN DESIGN AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.267 +D+L 9.080 +D+0.750L 7.127 +D+0.60W 0.030 1.2670.030 +D+0.750L+0.450W 0.022 7.1270.022 +0.60D+0.60W 0.030 0.7600.030 +0.60D 0.760 L Only 7.813 W Only 0.0500.050 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.010 4.510 ftftinin0.000 +D+0.750L+0.3150W 0.0000 0.008 4.510 ftftinin0.000 +0.60D+0.420W 0.0000 0.010 4.510 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CHECK STUDS AT 24" OC ABOVE GARAGE OPENINGS FOR WALL 4 & 6 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 7.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 7.0 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 12.517 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 7.0 ft, D = 0.7130, S = 1.188 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02853 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1813 Location of max.above base 0.0 ft Applied Axial 1.914 k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 16.340 psi 288.0Allowable Shear psi 0.03782 : 1 Bending Compression Tension Location of max.above base 7.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.09986 k Bottom along Y-Y 0.09986 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.01966 in at 3.523 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,279.47 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 7.0 ft0.814 ft0.08079 +D+S 1.150 PASS PASS0.0 0.0 7.0 ft0.749 ft0.1813 +D+0.750S 1.150 PASS PASS0.0 0.0 7.0 ft0.749 ft0.1531 +D+0.60W 1.600 PASS PASS3.477 0.03782 7.0 ft0.637 ft0.1130 +D+0.450W 1.600 PASS PASS3.477 0.02837 0.0 ft0.637 ft0.08560 +D+0.750S+0.450W 1.600 PASS PASS3.477 0.02837 0.0 ft0.637 ft0.1341 +0.60D+0.60W 1.600 PASS PASS3.477 0.03782 7.0 ft0.637 ft0.1108 +0.60D 1.600 PASS PASS0.0 0.0 7.0 ft0.637 ft0.03487 . Wood Column LIC# : KW-06014847, Build:20.23.05.25 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CHECK STUDS AT 24" OC ABOVE GARAGE OPENINGS FOR WALL 4 & 6 AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.726 +D+S 1.914 +D+0.750S 1.617 +D+0.60W 0.060 0.7260.060 +D+0.450W 0.045 0.7260.045 +D+0.750S+0.450W 0.045 1.6170.045 +0.60D+0.60W 0.060 0.4350.060 +0.60D 0.435 S Only 1.188 W Only 0.1000.100 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.020 3.523 ftftinin0.000 +D+0.3150W 0.0000 0.015 3.523 ftftinin0.000 +D+0.750S+0.3150W 0.0000 0.015 3.523 ftftinin0.000 +0.60D+0.420W 0.0000 0.020 3.523 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:C1&C4 DESIGN FOR LANDING AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2-2x6Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.761 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 0.3210, L = 2.020 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02853 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.0970 Location of max.above base 0.0 ft Applied Axial 2.377 k Applied Mx 0.0 k-ft Load Combination +D+L Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 11.671 psi 288.0Allowable Shear psi 0.02702 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1427 k Bottom along Y-Y 0.1427 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.04095 in at 5.034 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,485.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.01618 +D+L 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.0970 +D+0.750L 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.06111 +D+0.60W 1.600 PASS PASS4.966 0.02702 10.0 ft1.000 ft0.09324 +D+0.750L+0.450W 1.600 PASS PASS5.034 0.02026 10.0 ft1.000 ft0.07215 +0.60D+0.60W 1.600 PASS PASS4.966 0.02702 10.0 ft1.000 ft0.09319 +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.005460 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:C1&C4 DESIGN FOR LANDING AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.357 +D+L 2.377 +D+0.750L 1.872 +D+0.60W 0.086 0.3570.086 +D+0.750L+0.450W 0.064 1.8720.064 +0.60D+0.60W 0.086 0.2140.086 +0.60D 0.214 L Only 2.020 W Only 0.1430.143 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.041 5.034 ftftinin0.000 +D+0.750L+0.3150W 0.0000 0.031 5.034 ftftinin0.000 +0.60D+0.420W 0.0000 0.041 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:C2&C3 DESIGN FOR LANDING AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 4x4Analysis Method : 4.333Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 3.50 in Exact Depth 3.50 in Area 12.250 in^2 Ix 12.505 in^4 Iy 12.505 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.150 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 11.504 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 4.333 ft, D = 0.6420, L = 4.040 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.02083 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2468 Location of max.above base 0.0 ft Applied Axial 4.694 k Applied Mx 0.0 k-ft Load Combination +D+L Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 4.974 psi 288.0Allowable Shear psi 0.01151 : 1 Bending Compression Tension Location of max.above base 4.333 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.04514 k Bottom along Y-Y 0.04514 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.003506 in at 2.181 ft above base for load combination :+D+0.420W Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,552.50 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 4.333 ft1.000 ft0.03818 +D+L 1.000 PASS PASS0.0 0.0 4.333 ft1.000 ft0.2468 +D+0.750L 1.250 PASS PASS0.0 0.0 4.333 ft1.000 ft0.1549 +D+0.60W 1.600 PASS PASS2.152 0.01151 4.333 ft1.000 ft0.02327 +D+0.750L+0.450W 1.600 PASS PASS0.0 0.008635 4.333 ft1.000 ft0.1211 +0.60D+0.60W 1.600 PASS PASS2.152 0.01151 4.333 ft1.000 ft0.02297 +0.60D 1.600 PASS PASS0.0 0.0 4.333 ft1.000 ft0.01289 . Wood Column LIC# : KW-06014847, Build:20.23.08.01 AHBL, INC (c) ENERCALC INC 1983-2023 DESCRIPTION:C2&C3 DESIGN FOR LANDING AHBL Engineers 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 Project File: 2220781.ec6 Project Title:Premier Collision - Yelm Detail Shop Engineer:ADM Project ID:2220781.20 Project Descr:New Commercial Building k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.654 +D+L 4.694 +D+0.750L 3.684 +D+0.60W 0.027 0.6540.027 +D+0.750L+0.450W 0.020 3.6840.020 +0.60D+0.60W 0.027 0.3920.027 +0.60D 0.392 L Only 4.040 W Only 0.0450.045 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.420W 0.0000 0.004 2.181 ftftinin0.000 +D+0.750L+0.3150W 0.0000 0.003 2.181 ftftinin0.000 +0.60D+0.420W 0.0000 0.004 2.181 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 .Sketches Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)9 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 14th (360-10): ASD Cold Formed Steel AISI S100-16: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18: ASD Temperature < 100F Concrete ACI 318-19 Masonry TMS 402-16: ASD Aluminum AA ADM1-15: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 2 Model Settings (Continued) Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)0.465 SD1 (g)1 SDS (g)1.031 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 3 Ω0X 3 CdZ 4 CdX 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 3 Model Settings (Continued) ρ Z 1 ρ X 1 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 5 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 6 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 7 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 8 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 9 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 60 0 2 N2 0 44.333 0 3 N3 50.458333 44.333 0 4 N4 50.458333 60 0 5 N5 0 60.5 20 6 N6 0 44.333 20 7 N7 36.541633 44.333 20 8 N8 36.541633 60.5 20 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] 1 N2 Reaction Reaction Reaction Reaction Reaction 2 N3 Reaction Reaction Reaction Reaction Reaction 3 N6 Reaction Reaction Reaction Reaction Reaction 4 N7 Reaction Reaction Reaction Reaction Reaction Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035 10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.3E_RIGIDLAM LVL SCL Roseburg Forest Products 1.3E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 10 Wall Panel Data Label A Node B Node C Node D Node Material Type Material Set Thickness [in] Design Rule Panel/Spacing 1 WP1 N1 N2 N3 N4 Wood DF 5.5 (stud)Typical RS_15/32_10d@3 | 16 2 WP2 N5 N6 N7 N8 Wood DF 5.5 (stud)Typical RS_15/32_10d@3 | 16 Wall Panel Advanced Data Label Seismic Rule Design Method SSAF In-Plane Icr Factor Out-Plane Icr Factor Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in] 1 WP1 N/A Force Transfer 1 N/A N/A N/A N/A N/A N/A 2 WP2 N/A Force Transfer 1 N/A N/A N/A N/A N/A N/A Node Loads and Enforced Displacements (BLC 3 : EARTHQUAKE) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N1 L X 6.134 2 N5 L X 6.134 Node Loads and Enforced Displacements (BLC 4 : WIND LOAD) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N1 L X 4.6 2 N5 L X 4.6 Wall Panel Distributed Loads (BLC 1 : DEAD) Wall Label Direction Start Magnitude [k/ft, F] End Magnitude [k/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP1(15.667ft)Y -0.356 -0.356 31.5 33.5 2 WP1(15.667ft)Y -0.414 -0.414 33.5 47.5 3 WP1(15.667ft)Y -0.356 -0.356 47.5 50.458 4 WP1(15.667ft)Y -0.356 -0.356 0 1.5 5 WP1(15.667ft)Y -0.414 -0.414 1.5 15.5 6 WP1(15.667ft)Y -0.356 -0.356 15.5 17.5 7 WP1(15.667ft)Y -0.414 -0.414 17.5 31.5 8 WP2(16.167ft)Y -0.356 -0.356 11.225 12.673 9 WP2(16.167ft)Y -0.414 -0.414 24.261 34.399 10 WP2(16.167ft)Y -0.356 -0.356 0 1.086 11 WP2(16.167ft)Y -0.414 -0.414 1.086 11.225 12 WP2(16.167ft)Y -0.356 -0.356 34.399 36.541 13 WP2(16.167ft)Y -0.414 -0.414 12.673 22.812 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 11 Wall Panel Distributed Loads (BLC 1 : DEAD) (Continued) Wall Label Direction Start Magnitude [k/ft, F] End Magnitude [k/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 14 WP2(16.167ft)Y -0.356 -0.356 22.812 24.261 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Y 2 **ASD GRAVITY LOAD COMBOS**Y 3 Y 4 DEAD ONLY Yes Y DL 1 5 LIVE ONLY Yes Y LL 1 6 DEAD + LIVE Yes Y DL 1 LL 1 7 IBC 16-8 Yes Y DL 1 8 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 9 IBC 16-10 (a)Yes Y DL 1 RLL 1 10 IBC 16-10 (b)Yes Y DL 1 SL 1 SLN 1 11 IBC 16-11 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 12 IBC 16-11 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 13 14 **ASD WIND COMBOS** 15 16 IBC 16-12 (a) (a)Yes Y DL 1 WL 0.6 17 IBC 16-12 (a) (b)Yes Y DL 1 WL -0.6 18 IBC 16-13 (a) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 19 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 RLL 0.75 20 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 22 IBC 16-13 (c) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 23 IBC 16-13 (c) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 24 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 25 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 26 27 **ASD SEISMIC COMBOS** 28 29 IBC 16-12 (b) (a)Yes Y DL 1 Sds*DL 0.14 EL 0.7 30 IBC 16-12 (b) (b)Yes Y DL 1 Sds*DL 0.14 EL -0.7 31 IBC 16-14 (a)Yes Y DL 1 Sds*DL 0.105 EL 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 32 IBC 16-14 (b)Yes Y DL 1 Sds*DL 0.105 EL -0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 33 IBC 16-16 (a)Yes Y DL 0.6 Sds*DL -0.14 EL 0.7 34 IBC 16-16 (b)Yes Y DL 0.6 Sds*DL -0.14 EL -0.7 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 12 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 **ASD GRAVITY LOAD COMBOS**Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 DEAD ONLY Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 LIVE ONLY Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 DEAD + LIVE Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-10 (a)1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-10 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-11 (a)1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-11 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 **ASD WIND COMBOS**1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-12 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-12 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-13 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-13 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-13 (b) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-13 (b) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-13 (c) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-13 (c) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-15 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-15 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 26 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 27 **ASD SEISMIC COMBOS**1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 28 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-12 (b) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 30 IBC 16-12 (b) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 31 IBC 16-14 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 32 IBC 16-14 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 33 IBC 16-16 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 34 IBC 16-16 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:34:54 AM RISA-3D Version 20 [ SW 4&6 FTAO DESIGN.r3d ] Page 13 Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft]LC MZ [k-ft] LC 1 N2 max 0.356 30 3.77 30 0 34 0 34 0 34 0 34 2 min -0.091 33 -2.372 33 0 4 0 4 0 4 0 4 3 N3 max 0.03 34 2.638 29 0 34 0 34 0 34 0 34 4 min -0.343 29 -1.093 34 0 4 0 4 0 4 0 4 5 N6 max 0.818 30 2.776 30 0 34 0 34 0 34 0 34 6 min -0.622 33 -2.138 33 0 4 0 4 0 4 0 4 7 N7 max 0.495 34 2.599 29 0 34 0 34 0 34 0 34 8 min -0.659 29 -1.991 34 0 4 0 4 0 4 0 4 9 WP1 max 4.042 30 24.23 29 0 34 0 34 0 34 40.649 34 10 min -3.995 33 0 5 0 4 0 4 0 4 -42.891 29 11 WP2 max 3.065 34 17.416 29 0 34 0 34 0 34 14.162 30 12 min -3.098 29 0 5 0 4 0 4 0 4 -11.836 33 13 Totals:max 8.588 30 43.249 30 0 34 14 min -8.588 33 0 5 0 4 Envelope Wall Panel Forces Wall Label Elevation [ft] Axial [k] LC x Shear [k] LC z Shear [k] LC x-x Moment [k-ft] LC z-z Moment [k-ft] LC 1 WP1 44.333 max 25.097 30 4.294 33 0 34 0 34 66.847 34 2 44.333 min 0 5 -4.294 30 0 4 0 4 -68.329 29 3 WP2 44.333 max 18.152 30 4.294 33 0 34 0 34 68.909 34 4 44.333 min 0 5 -4.294 30 0 4 0 4 -70.687 29 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)9 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 14th (360-10): ASD Cold Formed Steel AISI S100-16: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18: ASD Temperature < 100F Concrete ACI 318-19 Masonry TMS 402-16: ASD Aluminum AA ADM1-15: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 2 Model Settings (Continued) Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 3 Model Settings (Continued) ρ Z 1 ρ X 1 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 5 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 6 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 7 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 8 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 9 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 10 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 11 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 12 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 0 15 0 3 N3 13.5833 0 0 4 N4 13.5833 15 0 5 N5 0 13 0 6 N7 13.5833 13 0 7 N8 0 13 0.770833 8 N9 13.5833 13 0.770833 9 N10 0 13 4.104167 10 N11 13.5833 13 4.104167 11 N12 0 16.167 0 12 N13 13.5833 16.167 0 13 N14 0 13.667 4.104167 14 N15 13.5833 13.667 4.104167 15 N16 -11.4167 9.1667 0.770833 16 N17 -25 9.1667 0.770833 17 N18 -25 0 0 18 N19 -25 21 0 19 N20 -11.4167 0 0 20 N21 -11.4167 21.5833 0 21 N22 -25 9.1667 0 22 N23 -11.4167 9.1667 0 23 N24 -25 9.1667 4.104 24 N25 -11.4167 9.1667 4.104 25 N26 -25 12.333 0 26 N27 -11.4167 12.333 0 27 N28 -25 9.8333 4.104 28 N29 -11.4167 9.8333 4.104 29 N30 0 20 0 30 N31 13.5833 20 0 31 N32 0 17.5 0 32 N33 13.5833 17.5 0 33 N34 -25 10 0 34 N35 -11.4167 10 0 35 N71 25 10.5 0 36 N72 38.5833 15 -0.5 37 N73 38.5833 13.667 0 38 N75 25 15 -0.5 39 N76 38.5833 10.5 0.770833 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 13 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 40 N77 25 10.5 0.770833 41 N78 25 0 -0.5 42 N79 38.5833 0 -0.5 43 N80 38.5833 10.5 0 44 N81 25 10.5 4.604167 45 N82 38.5833 10.5 4.604167 46 N83 25 11.167 4.604167 47 N84 38.5833 11.167 4.604167 48 N85 25 13.667 0 49 N100 25 13.667 -0.5 50 N101 38.5833 10.5 -0.5 51 N102 25 10.5 -0.5 52 N103 38.5833 13.667 -0.5 53 N53 13.5833 15 25 54 N54 0 13 25 55 N55 13.5833 20 25 56 N56 -25 0 25 57 N57 -11.4167 0 25 58 N58 0 17.5 25 59 N59 -25 12.333 25 60 N60 0 20 25 61 N61 13.5833 13 25.770833 62 N62 0 13 25.770833 63 N63 0 0 25 64 N64 13.5833 0 25 65 N65 13.5833 13 25 66 N66 0 13 29.104167 67 N67 13.5833 13 29.104167 68 N68 0 13.667 29.104167 69 N69 13.5833 13.667 29.104167 70 N70 0 16.167 25 71 N74 0 15 25 72 N86 -25 10 25 73 N87 13.5833 17.5 25 74 N88 -11.4167 12.333 25 75 N89 -25 21 25 76 N90 -11.4167 21.5833 25 77 N91 -11.4167 10 25 78 N92 25 13.667 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 14 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 79 N93 38.5833 10.5 25 80 N94 -11.4167 9.1667 25.770833 81 N95 -25 9.1667 25.770833 82 N96 -25 9.1667 25 83 N97 -11.4167 9.1667 25 84 N98 -25 9.8333 29.104 85 N99 -11.4167 9.8333 29.104 86 N104 -25 9.1667 29.104 87 N105 -11.4167 9.1667 29.104 88 N106 25 10.5 25.770833 89 N107 25 10.5 25 90 N108 38.5833 10.5 25.770833 91 N109 38.5833 13.667 25 92 N110 25 15 24.5 93 N111 38.5833 10.5 24.5 94 N112 25 10.5 29.604167 95 N113 38.5833 11.167 29.604167 96 N114 38.5833 10.5 29.604167 97 N115 25 11.167 29.604167 98 N116 13.5833 16.167 25 99 N117 25 0 24.5 100 N118 38.5833 0 24.5 101 N119 38.5833 15 24.5 102 N120 25 13.667 24.5 103 N121 25 10.5 24.5 104 N122 38.5833 13.667 24.5 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] Y Rot [k-ft/rad] 1 N75 Reaction Reaction 2 N72 Reaction Reaction 3 N34 Reaction Reaction 4 N35 Reaction Reaction 5 N21 Reaction Reaction 6 N19 Reaction Reaction 7 N4 Reaction Reaction 8 N2 Reaction Reaction 9 N32 Reaction Reaction Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 15 Node Boundary Conditions (Continued) Node Label X [k/in] Y [k/in] Z [k/in] Y Rot [k-ft/rad] 10 N33 Reaction Reaction 11 N14 Reaction 12 N11 Reaction 13 N1 Reaction Reaction Reaction Reaction 14 N3 Reaction Reaction Reaction Reaction 15 N15 Reaction 16 N18 Reaction Reaction Reaction Reaction 17 N20 Reaction Reaction Reaction Reaction 18 N25 Reaction 19 N28 Reaction 20 N29 Reaction 21 N78 Reaction Reaction Reaction Reaction 22 N79 Reaction Reaction Reaction Reaction 23 N82 Reaction 24 N83 Reaction 25 N84 Reaction 26 N53 Reaction Reaction 27 N56 Reaction Reaction Reaction Reaction 28 N57 Reaction Reaction Reaction Reaction 29 N58 Reaction Reaction 30 N63 Reaction Reaction Reaction Reaction 31 N64 Reaction Reaction Reaction Reaction 32 N67 Reaction 33 N68 Reaction 34 N69 Reaction 35 N74 Reaction Reaction 36 N86 Reaction Reaction 37 N87 Reaction Reaction 38 N89 Reaction Reaction 39 N90 Reaction Reaction 40 N91 Reaction Reaction 41 N98 Reaction 42 N99 Reaction 43 N105 Reaction 44 N110 Reaction Reaction 45 N113 Reaction 46 N114 Reaction 47 N115 Reaction 48 N117 Reaction Reaction Reaction Reaction Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 16 Node Boundary Conditions (Continued) Node Label X [k/in] Y [k/in] Z [k/in] Y Rot [k-ft/rad] 49 N118 Reaction Reaction Reaction Reaction 50 N119 Reaction Reaction Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 CHANNEL8 MC8X18.7 Beam Channel A992 Typical 5.5 4.15 52.4 0.38 2 CHANNEL20 C12X20.7 Beam Channel A992 Typical 6.08 3.86 129 0.369 3 ROD 3/4"ROD Beam BAR A992 Typical 0.442 0.016 0.016 0.031 4 HSS COLUMNS HSS4X4X4 Beam Tube A992 Typical 3.37 7.8 7.8 12.8 5 WIDE FLANGE W12X16 Beam Wide Flange A992 Typical 4.71 2.82 103 0.103 Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF # 2 Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 17 Wood Properties (Continued) Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.3E_RIGIDLAM LVL SCL Roseburg Forest Products 1.3E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 (3) BU COLUMN 3-2X6 Column Rectangular DF # 2 Typical 24.75 41.766 62.391 84.165 2 (4) BU COLUMN 4-2X6 Column Rectangular DF # 2 Typical 33 99 83.188 155.962 3 5 X 5 PSL 5.25X5.25FS Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 27.562 63.308 63.308 106.99 4 5 X 7 PSL 5.25X7FS Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 36.75 84.41 150.062 182.312 Member Primary Data Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 1 M3 N8 N9 CHANNEL8 Beam Channel A992 Typical 2 M4 N7 N11 180 CHANNEL20 Beam Channel A992 Typical 3 M5 N11 N10 180 CHANNEL20 Beam Channel A992 Typical 4 M6 N10 N5 180 CHANNEL20 Beam Channel A992 Typical 5 M7 N15 N13 ROD 3/4"Beam BAR A992 Typical 6 M8 N14 N12 ROD 3/4"Beam BAR A992 Typical 7 M9 N11 N15 RIGID None None RIGID Typical 8 M10 N10 N14 RIGID None None RIGID Typical 9 M11 N29 N27 ROD 3/4"Beam BAR A992 Typical 10 M13 N24 N22 180 CHANNEL20 Beam Channel A992 Typical 11 M15 N17 N16 CHANNEL8 Beam Channel A992 Typical 12 M16 N23 N25 180 CHANNEL20 Beam Channel A992 Typical 13 M17 N28 N26 ROD 3/4"Beam BAR A992 Typical 14 M18 N25 N24 180 CHANNEL20 Beam Channel A992 Typical 15 M19 N25 N29 RIGID None None RIGID Typical 16 M20 N24 N28 RIGID None None RIGID Typical 17 M23 N20 N35 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 18 M24 N35 N21 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 19 M25 N18 N34 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 20 M26 N34 N19 90 (4) BU COLUMN Column Rectangular DF # 2 Typical Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 18 Member Primary Data (Continued) Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 21 M21 N3 N4 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 22 M22 N4 N31 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 23 M27 N1 N2 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 24 M28 N2 N30 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 25 M54 N82 N81 180 CHANNEL20 Beam Channel A992 Typical 26 M55 N81 N71 180 CHANNEL20 Beam Channel A992 Typical 27 M56 N77 N76 CHANNEL8 Beam Channel A992 Typical 28 M57 N80 N82 180 CHANNEL20 Beam Channel A992 Typical 29 M58 N82 N84 RIGID None None RIGID Typical 30 M59 N81 N83 RIGID None None RIGID Typical 31 M60 N84 N73 ROD 3/4"Beam BAR A992 Typical 32 M61 N83 N85 ROD 3/4"Beam BAR A992 Typical 33 M74 N79 N72 180 5 X 7 PSL Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 34 M75 N78 N75 180 5 X 7 PSL Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 35 M72 N100 N85 RIGID None None RIGID Typical 36 M73 N102 N71 RIGID None None RIGID Typical 37 M76 N103 N73 RIGID None None RIGID Typical 38 M77 N101 N80 RIGID None None RIGID Typical 39 M39 N97 N105 180 WIDE FLANGE Beam Wide Flange A992 Typical 40 M40 N67 N66 180 WIDE FLANGE Beam Wide Flange A992 Typical 41 M41 N66 N54 180 WIDE FLANGE Beam Wide Flange A992 Typical 42 M42 N62 N61 CHANNEL8 Beam Channel A992 Typical 43 M43 N65 N67 180 WIDE FLANGE Beam Wide Flange A992 Typical 44 M44 N67 N69 RIGID None None RIGID Typical 45 M45 N66 N68 RIGID None None RIGID Typical 46 M46 N105 N104 180 WIDE FLANGE Beam Wide Flange A992 Typical 47 M47 N105 N99 RIGID None None RIGID Typical 48 M48 N122 N109 RIGID None None RIGID Typical 49 M49 N118 N119 180 5 X 7 PSL Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 50 M50 N63 N74 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 51 M51 N91 N90 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 52 M52 N64 N53 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 53 M53 N57 N91 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 54 M62 N56 N86 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 55 M63 N86 N89 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 56 M64 N53 N55 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 57 M65 N112 N107 180 WIDE FLANGE Beam Wide Flange A992 Typical 58 M66 N74 N60 90 (4) BU COLUMN Column Rectangular DF # 2 Typical 59 M67 N95 N94 CHANNEL8 Beam Channel A992 Typical Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 19 Member Primary Data (Continued) Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 60 M68 N113 N109 ROD 3/4"Beam BAR A992 Typical 61 M69 N104 N98 RIGID None None RIGID Typical 62 M70 N104 N96 180 WIDE FLANGE Beam Wide Flange A992 Typical 63 M71 N106 N108 CHANNEL8 Beam Channel A992 Typical 64 M78 N117 N110 180 5 X 7 PSL Column 1.8E Parallam PSL 2.0E_DF Parallam PSL Typical 65 M79 N112 N115 RIGID None None RIGID Typical 66 M80 N114 N112 180 WIDE FLANGE Beam Wide Flange A992 Typical 67 M81 N115 N92 ROD 3/4"Beam BAR A992 Typical 68 M82 N114 N113 RIGID None None RIGID Typical 69 M83 N93 N114 180 WIDE FLANGE Beam Wide Flange A992 Typical 70 M84 N98 N59 ROD 3/4"Beam BAR A992 Typical 71 M85 N99 N88 ROD 3/4"Beam BAR A992 Typical 72 M86 N69 N116 ROD 3/4"Beam BAR A992 Typical 73 M87 N68 N70 ROD 3/4"Beam BAR A992 Typical 74 M88 N111 N93 RIGID None None RIGID Typical 75 M89 N120 N92 RIGID None None RIGID Typical 76 M90 N121 N107 RIGID None None RIGID Typical Member Advanced Data Label I Release J Release Physical Deflection Ratio Options Seismic DR 1 M3 BenPIN AllPIN Yes Default None 2 M4 BenPIN Yes Default None 3 M5 BenPIN AllPIN Yes Default None 4 M6 BenPIN Yes Default None 5 M7 BenPIN AllPIN Yes Default None 6 M8 BenPIN AllPIN Yes Default None 7 M9 Yes ** NA **None 8 M10 Yes ** NA **None 9 M11 BenPIN AllPIN Yes Default None 10 M13 BenPIN Yes Default None 11 M15 BenPIN AllPIN Yes Default None 12 M16 BenPIN Yes Default None 13 M17 BenPIN AllPIN Yes Default None 14 M18 BenPIN AllPIN Yes Default None 15 M19 Yes ** NA **None 16 M20 Yes ** NA **None 17 M23 BenPIN Yes ** NA **None 18 M24 Yes ** NA **None Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 20 Member Advanced Data (Continued) Label I Release J Release Physical Deflection Ratio Options Seismic DR 19 M25 BenPIN Yes ** NA **None 20 M26 Yes ** NA **None 21 M21 BenPIN Yes ** NA **None 22 M22 Yes ** NA **None 23 M27 BenPIN Yes ** NA **None 24 M28 Yes ** NA **None 25 M54 BenPIN AllPIN Yes Default None 26 M55 BenPIN Yes Default None 27 M56 BenPIN AllPIN Yes Default None 28 M57 BenPIN Yes Default None 29 M58 Yes ** NA **None 30 M59 Yes ** NA **None 31 M60 BenPIN AllPIN Yes Default None 32 M61 BenPIN AllPIN Yes Default None 33 M74 Yes ** NA **None 34 M75 Yes ** NA **None 35 M72 Yes ** NA **None 36 M73 Yes ** NA **None 37 M76 Yes ** NA **None 38 M77 Yes ** NA **None 39 M39 BenPIN Yes Default None 40 M40 BenPIN AllPIN Yes Default None 41 M41 BenPIN Yes Default None 42 M42 BenPIN AllPIN Yes Default None 43 M43 BenPIN Yes Default None 44 M44 Yes ** NA **None 45 M45 Yes ** NA **None 46 M46 BenPIN AllPIN Yes Default None 47 M47 Yes ** NA **None 48 M48 Yes ** NA **None 49 M49 Yes ** NA **None 50 M50 Yes ** NA **None 51 M51 Yes ** NA **None 52 M52 Yes ** NA **None 53 M53 Yes ** NA **None 54 M62 Yes ** NA **None 55 M63 Yes ** NA **None 56 M64 Yes ** NA **None 57 M65 BenPIN Yes Default None Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 21 Member Advanced Data (Continued) Label I Release J Release Physical Deflection Ratio Options Seismic DR 58 M66 Yes ** NA **None 59 M67 BenPIN AllPIN Yes Default None 60 M68 BenPIN AllPIN Yes Default None 61 M69 Yes ** NA **None 62 M70 BenPIN Yes Default None 63 M71 BenPIN AllPIN Yes Default None 64 M78 Yes ** NA **None 65 M79 Yes ** NA **None 66 M80 BenPIN AllPIN Yes Default None 67 M81 BenPIN AllPIN Yes Default None 68 M82 Yes ** NA **None 69 M83 BenPIN Yes Default None 70 M84 BenPIN AllPIN Yes Default None 71 M85 BenPIN AllPIN Yes Default None 72 M86 BenPIN AllPIN Yes Default None 73 M87 BenPIN AllPIN Yes Default None 74 M88 Yes ** NA **None 75 M89 Yes ** NA **None 76 M90 Yes ** NA **None Member Distributed Loads (BLC 4 : WIND LOAD) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M75 Z -0.13 -0.13 0 %100 2 M74 Z -0.13 -0.13 0 %100 3 M21 Z -0.021 -0.021 0 %100 4 M22 Z -0.021 -0.021 0 %100 5 M27 Z -0.021 -0.021 0 %100 6 M28 Z -0.021 -0.021 0 %100 7 M23 Z -0.021 -0.021 0 %100 8 M24 Z -0.021 -0.021 0 %100 9 M25 Z -0.021 -0.021 0 %100 10 M26 Z -0.021 -0.021 0 %100 11 M62 Z -0.021 -0.021 0 %100 12 M63 Z -0.021 -0.021 0 %100 13 M51 Z -0.021 -0.021 0 %100 14 M53 Z -0.021 -0.021 0 %100 15 M50 Z -0.021 -0.021 0 %100 16 M66 Z -0.021 -0.021 0 %100 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 22 Member Distributed Loads (BLC 4 : WIND LOAD) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 17 M52 Z -0.021 -0.021 0 %100 18 M64 Z -0.021 -0.021 0 %100 19 M78 Z -0.13 -0.13 0 %100 20 M49 Z -0.13 -0.13 0 %100 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M83 Y -0.068 -0.068 0.771 4.604 2 M4 Y -0.068 -0.068 0.771 4.104 3 M6 Y -0.068 -0.068 1.199e-14 3.333 4 M13 Y -0.068 -0.068 2.789e-15 3.333 5 M16 Y -0.068 -0.068 0.771 4.104 6 M55 Y -0.068 -0.068 0 3.833 7 M57 Y -0.068 -0.068 0.771 4.604 8 M41 Y -0.068 -0.068 3.997e-15 3.333 9 M43 Y -0.068 -0.068 0.771 4.104 10 M39 Y -0.068 -0.068 0.771 4.104 11 M70 Y -0.068 -0.068 2.688e-14 3.333 12 M65 Y -0.068 -0.068 3.857e-14 3.833 Member Distributed Loads (BLC 6 : BLC 3 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M4 Y -0.17 -0.17 0.771 4.104 2 M6 Y -0.17 -0.17 1.199e-14 3.333 3 M13 Y -0.17 -0.17 2.789e-15 3.333 4 M16 Y -0.17 -0.17 0.771 4.104 5 M55 Y -0.17 -0.17 0 3.833 6 M57 Y -0.17 -0.17 0.771 4.604 7 M41 Y -0.17 -0.17 3.997e-15 3.333 8 M43 Y -0.17 -0.17 0.771 4.104 9 M39 Y -0.17 -0.17 0.771 4.104 10 M70 Y -0.17 -0.17 2.688e-14 3.333 11 M65 Y -0.17 -0.17 3.857e-14 3.833 12 M83 Y -0.17 -0.17 0.771 4.604 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 23 Member Distributed Loads (BLC 7 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M4 Y 0.109 0.109 0.771 4.104 2 M6 Y 0.109 0.109 1.199e-14 3.333 3 M13 Y 0.109 0.109 2.789e-15 3.333 4 M16 Y 0.109 0.109 0.771 4.104 5 M55 Y 0.109 0.109 0 3.833 6 M57 Y 0.109 0.109 0.771 4.604 7 M41 Y 0.109 0.109 3.997e-15 3.333 8 M43 Y 0.109 0.109 0.771 4.104 9 M39 Y 0.109 0.109 0.771 4.104 10 M70 Y 0.109 0.109 2.688e-14 3.333 11 M65 Y 0.109 0.109 3.857e-14 3.833 12 M83 Y 0.109 0.109 0.771 4.604 Member Area Loads (BLC 1 : DEAD) Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N10 N11 N9 N8 Y A-B 0 2 N10 N11 N9 N8 Y A-B -0.01 3 N24 N25 N16 N17 Y A-B 0 4 N24 N25 N16 N17 Y A-B -0.01 5 N81 N82 N76 N77 Y A-B 0 6 N81 N82 N76 N77 Y A-B -0.01 7 N66 N67 N61 N62 Y A-B 0 8 N66 N67 N61 N62 Y A-B -0.01 9 N104 N105 N94 N95 Y A-B 0 10 N104 N105 N94 N95 Y A-B -0.01 11 N112 N114 N108 N106 Y A-B 0 12 N112 N114 N108 N106 Y A-B -0.01 Member Area Loads (BLC 3 : SNOW LOAD) Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N10 N11 N9 N8 Y A-B -0.025 2 N24 N25 N16 N17 Y A-B -0.025 3 N81 N82 N76 N77 Y A-B -0.025 4 N66 N67 N61 N62 Y A-B -0.025 5 N104 N105 N94 N95 Y A-B -0.025 6 N112 N114 N108 N106 Y A-B -0.025 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 24 Member Area Loads (BLC 4 : WIND LOAD) Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N10 N11 N9 N8 Y A-B 0.016 2 N24 N25 N16 N17 Y A-B 0.016 3 N81 N82 N76 N77 Y A-B 0.016 4 N66 N67 N61 N62 Y A-B 0.016 5 N104 N105 N94 N95 Y A-B 0.016 6 N112 N114 N108 N106 Y A-B 0.016 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed Area(Member) 1 DEAD DL -1 2 12 2 LIVE LOAD LL 3 SNOW LOAD SL 2 6 4 WIND LOAD WL 20 6 5 BLC 1 Transient Area Loads None 12 6 BLC 3 Transient Area Loads None 12 7 BLC 4 Transient Area Loads None 12 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 Wind Load Combinations 3 4 IBC 16-12 (a) (a)Yes Y DL 1 WL 0.6 5 IBC 16-12 (a) (b)Yes Y DL 1 WL -0.6 6 IBC 16-13 (a) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 RLL 0.75 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 10 IBC 16-13 (c) (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 11 IBC 16-13 (c) (b)Yes Y DL 1 WL -0.45 LL 0.75 LLS 0.75 12 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 13 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 14 Y 15 Gravity Load Combos Y 16 Y 17 DEAD ONLY Yes Y DL 1 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 25 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 18 LIVE ONLY Yes Y LL 1 19 DEAD + LIVE Yes Y DL 1 LL 1 20 DEAD (DEFLECTION 1)Yes Y DL 1 21 DEAD (DEFLECTION 2)Yes Y DL 1 LL 1 LLS 1 22 IBC 16-10 (a)Yes Y DL 1 RLL 1 23 IBC 16-10 (b)Yes Y DL 1 SL 1 SLN 1 24 IBC 16-11 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 25 IBC 16-11 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 Wind Load Combinations Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-13 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-13 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-13 (b) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-13 (b) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-13 (c) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13 (c) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-15 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-15 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 Gravity Load Combos 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 DEAD ONLY Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 LIVE ONLY Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 DEAD + LIVE Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 DEAD (DEFLECTION 1)0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 DEAD (DEFLECTION 2)Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-10 (a)1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-10 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-11 (a)1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-11 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 26 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N75 max 0 25 0 25 558.937 12 0 25 0 25 0 25 2 min 0 4 0 4 -772.585 5 0 4 0 4 0 4 3 N72 max 0 25 0 25 558.934 12 0 25 0 25 0 25 4 min 0 4 0 4 -772.584 5 0 4 0 4 0 4 5 N34 max 0 25 0 25 185.214 8 0 25 0 25 0 25 6 min 0 4 0 4 -78.847 13 0 4 0 4 0 4 7 N35 max 0 25 0 25 181.121 8 0 25 0 25 0 25 8 min 0 4 0 4 -87.237 13 0 4 0 4 0 4 9 N21 max 0 25 0 25 54.218 12 0 25 0 25 0 25 10 min 0 4 0 4 -237.333 9 0 4 0 4 0 4 11 N19 max 0 25 0 25 49.385 12 0 25 0 25 0 25 12 min 0 4 0 4 -244.101 9 0 4 0 4 0 4 13 N4 max 0 25 0 25 294.095 23 0 25 0 25 0 25 14 min 0 4 0 4 0 18 0 4 0 4 0 4 15 N2 max 0 25 0 25 294.09 23 0 25 0 25 0 25 16 min 0 4 0 4 0 18 0 4 0 4 0 4 17 N32 max 0 25 0 25 17.325 12 0 25 0 25 0 25 18 min 0 4 0 4 -466.493 9 0 4 0 4 0 4 19 N33 max 0 25 0 25 17.323 12 0 25 0 25 0 25 20 min 0 4 0 4 -466.498 9 0 4 0 4 0 4 21 N14 max 0 25 0 25 0 25 0 25 0 25 0 25 22 min 0 4 0 4 0 4 0 4 0 4 0 4 23 N11 max 0 25 0 25 0 25 0 25 0 25 0 25 24 min 0 4 0 4 0 4 0 4 0 4 0 4 25 N1 max 0 25 1334.035 9 157.725 8 0 25 0 25 0 25 26 min 0 4 0 18 -38.647 13 0 4 0 4 0 4 27 N3 max 0 25 1334.043 9 157.727 8 0 25 0 25 0 25 28 min 0 4 0 18 -38.647 13 0 4 0 4 0 4 29 N15 max 0 25 0 25 0 25 0 25 0 25 0 25 30 min 0 4 0 4 0 4 0 4 0 4 0 4 31 N18 max 0 25 1342.017 9 101.996 8 0 25 0 25 0 25 32 min 0 4 0 18 -28.172 13 0 4 0 4 0 4 33 N20 max 0 25 1346.688 9 101.987 8 0 25 0 25 0 25 34 min 0 4 0 18 -28.181 13 0 4 0 4 0 4 35 N25 max 0 25 0 25 0 25 0 25 0 25 0 25 36 min 0 4 0 4 0 4 0 4 0 4 0 4 37 N28 max 0 25 0 25 0 25 0 25 0 25 0 25 38 min 0 4 0 4 0 4 0 4 0 4 0 4 39 N29 max 0 25 0 25 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 27 Envelope Node Reactions (Continued) Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 40 min 0 4 0 4 0 4 0 4 0 4 0 4 41 N78 max 0 25 9372.926 23 662.713 4 0 25 0 25 0 25 42 min 0 4 0 18 -450.587 13 0 4 0 4 0 4 43 N79 max 0 25 9372.931 23 662.714 4 0 25 0 25 0 25 44 min 0 4 0 18 -450.587 13 0 4 0 4 0 4 45 N82 max 0 25 0 25 0 25 0 25 0 25 0 25 46 min 0 4 0 4 0 4 0 4 0 4 0 4 47 N83 max 0 25 0 25 0 25 0 25 0 25 0 25 48 min 0 4 0 4 0 4 0 4 0 4 0 4 49 N84 max 0 25 0 25 0 25 0 25 0 25 0 25 50 min 0 4 0 4 0 4 0 4 0 4 0 4 51 N53 max 0 25 0 25 785.393 23 0 25 0 25 0 25 52 min 0 4 0 4 0 18 0 4 0 4 0 4 53 N56 max 0 25 1291.232 9 113.881 8 0 25 0 25 0 25 54 min 0 4 0 18 0 18 0 4 0 4 0 4 55 N57 max 0 25 1295.898 9 115.855 8 0 25 0 25 0 25 56 min 0 4 0 18 0 18 0 4 0 4 0 4 57 N58 max 0 25 0 25 0 18 0 25 0 25 0 25 58 min 0 4 0 4 -822.818 23 0 4 0 4 0 4 59 N63 max 0 25 1283.247 9 84.681 4 0 25 0 25 0 25 60 min 0 4 0 18 -56.002 13 0 4 0 4 0 4 61 N64 max 0 25 1283.248 9 84.681 4 0 25 0 25 0 25 62 min 0 4 0 18 -56.002 13 0 4 0 4 0 4 63 N67 max 0 25 0 25 0 25 0 25 0 25 0 25 64 min 0 4 0 4 0 4 0 4 0 4 0 4 65 N68 max 0 25 0 25 0 25 0 25 0 25 0 25 66 min 0 4 0 4 0 4 0 4 0 4 0 4 67 N69 max 0 25 0 25 0 25 0 25 0 25 0 25 68 min 0 4 0 4 0 4 0 4 0 4 0 4 69 N74 max 0 25 0 25 785.393 23 0 25 0 25 0 25 70 min 0 4 0 4 0 18 0 4 0 4 0 4 71 N86 max 0 25 0 25 172.723 4 0 25 0 25 0 25 72 min 0 4 0 4 -152.929 13 0 4 0 4 0 4 73 N87 max 0 25 0 25 0 18 0 25 0 25 0 25 74 min 0 4 0 4 -822.819 23 0 4 0 4 0 4 75 N89 max 0 25 0 25 42.024 12 0 25 0 25 0 25 76 min 0 4 0 4 -180.201 9 0 4 0 4 0 4 77 N90 max 0 25 0 25 46.359 12 0 25 0 25 0 25 78 min 0 4 0 4 -172.258 9 0 4 0 4 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 28 Envelope Node Reactions (Continued) Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 79 N91 max 0 25 0 25 173.846 4 0 25 0 25 0 25 80 min 0 4 0 4 -164.913 13 0 4 0 4 0 4 81 N98 max 0 25 0 25 0 25 0 25 0 25 0 25 82 min 0 4 0 4 0 4 0 4 0 4 0 4 83 N99 max 0 25 0 25 0 25 0 25 0 25 0 25 84 min 0 4 0 4 0 4 0 4 0 4 0 4 85 N105 max 0 25 0 25 0 25 0 25 0 25 0 25 86 min 0 4 0 4 0 4 0 4 0 4 0 4 87 N110 max 0 25 0 25 567.629 12 0 25 0 25 0 25 88 min 0 4 0 4 -757.821 5 0 4 0 4 0 4 89 N113 max 0 25 0 25 0 25 0 25 0 25 0 25 90 min 0 4 0 4 0 4 0 4 0 4 0 4 91 N114 max 0 25 0 25 0 25 0 25 0 25 0 25 92 min 0 4 0 4 0 4 0 4 0 4 0 4 93 N115 max 0 25 0 25 0 25 0 25 0 25 0 25 94 min 0 4 0 4 0 4 0 4 0 4 0 4 95 N117 max 0 25 1387.557 9 648.418 4 0 25 0 25 0 25 96 min 0 4 0 18 -459.501 13 0 4 0 4 0 4 97 N118 max 0 25 1387.558 9 648.42 4 0 25 0 25 0 25 98 min 0 4 0 18 -459.502 13 0 4 0 4 0 4 99 N119 max 0 25 0 25 567.625 12 0 25 0 25 0 25 100 min 0 4 0 4 -757.82 5 0 4 0 4 0 4 101 Totals:max 0 25 31809.85 23 6783.363 12 102 min 0 4 0 18 -6783.385 5 Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M3 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 2 min 0 4 0 18 0 4 0 4 0 4 0 4 3 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 4 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 5 3 max 0 25 0 25 0 25 0 25 0 25 0 18 6 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 7 4 max 0 25 0 18 0 25 0 25 0 25 0 18 8 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 9 5 max 0 25 0 18 0 25 0 25 0 25 0 25 10 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 11 M4 1 max 895.71 9 0 18 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 29 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 12 min 0 18 -622.435 9 0 4 0 4 0 4 0 4 13 2 max 895.71 9 12.045 12 0 25 0 25 0 25 0.587 9 14 min 0 18 -411.666 9 0 4 0 4 0 4 0 18 15 3 max 895.71 9 0 18 0 25 0 25 0 25 0.87 9 16 min 0 18 -139.92 9 0 4 0 4 0 4 0 18 17 4 max 895.71 9 131.826 9 0 25 0 25 0 25 0.874 9 18 min 0 18 -12.656 12 0 4 0 4 0 4 0 18 19 5 max 895.71 9 403.572 9 0 25 0 25 0 25 0.6 9 20 min 0 18 -25.006 12 0 4 0 4 0 4 0 18 21 M5 1 max 0 25 0 18 0 25 0 25 0 25 0 25 22 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 23 2 max 0 25 0 18 0 25 0 25 0 25 0.358 25 24 min 0 4 -70.256 4 0 4 0 4 0 4 0 18 25 3 max 0 25 0 25 0 25 0 25 0 25 0.477 25 26 min 0 4 0 4 0 4 0 4 0 4 0 18 27 4 max 0 25 70.256 25 0 25 0 25 0 25 0.358 25 28 min 0 4 0 18 0 4 0 4 0 4 0 18 29 5 max 0 25 140.512 25 0 25 0 25 0 25 0 25 30 min 0 4 0 18 0 4 0 4 0 4 0 4 31 M6 1 max 895.7 9 25.005 12 0 25 0 25 0 25 0.6 9 32 min 0 18 -403.574 9 0 4 0 4 0 4 0 18 33 2 max 895.7 9 12.655 12 0 25 0 25 0 25 0.874 9 34 min 0 18 -131.828 9 0 4 0 4 0 4 0 18 35 3 max 895.7 9 139.918 9 0 25 0 25 0 25 0.87 9 36 min 0 18 0 18 0 4 0 4 0 4 0 18 37 4 max 895.7 9 411.664 9 0 25 0 25 0 25 0.587 9 38 min 0 18 -12.045 12 0 4 0 4 0 4 0 18 39 5 max 895.7 9 622.433 9 0 25 0 25 0 25 0 25 40 min 0 18 0 18 0 4 0 4 0 4 0 4 41 M7 1 max 0 18 3.085 11 0 25 0 25 0 25 0 25 42 min -1051.045 9 0 18 0 4 0 4 0 4 0 4 43 2 max 0 18 1.542 11 0 25 0 25 0 25 0 18 44 min -1051.984 9 0 18 0 4 0 4 0 4 -0.003 7 45 3 max 0 18 0 25 0 25 0 25 0 25 0 18 46 min -1052.924 9 0 4 0 4 0 4 0 4 -0.004 7 47 4 max 0 18 0 18 0 25 0 25 0 25 0 18 48 min -1053.863 9 -1.542 23 0 4 0 4 0 4 -0.003 7 49 5 max 0 18 0 18 0 25 0 25 0 25 0 25 50 min -1054.803 9 -3.085 23 0 4 0 4 0 4 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 30 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 51 M8 1 max 0 18 3.085 11 0 25 0 25 0 25 0 25 52 min -1051.033 9 0 18 0 4 0 4 0 4 0 4 53 2 max 0 18 1.542 11 0 25 0 25 0 25 0 18 54 min -1051.972 9 0 18 0 4 0 4 0 4 -0.003 7 55 3 max 0 18 0 25 0 25 0 25 0 25 0 18 56 min -1052.912 9 0 4 0 4 0 4 0 4 -0.004 7 57 4 max 0 18 0 18 0 25 0 25 0 25 0 18 58 min -1053.851 9 -1.542 23 0 4 0 4 0 4 -0.003 7 59 5 max 0 18 0 18 0 25 0 25 0 25 0 25 60 min -1054.791 9 -3.085 23 0 4 0 4 0 4 0 4 61 M9 1 max 0 18 0 25 899.234 9 0 25 0 18 0 25 62 min -549.923 9 0 4 0 18 0 4 -0.6 9 0 4 63 2 max 0 18 0 25 899.234 9 0 25 0 18 0 25 64 min -549.923 9 0 4 0 18 0 4 -0.45 9 0 4 65 3 max 0 18 0 25 899.234 9 0 25 0 18 0 25 66 min -549.923 9 0 4 0 18 0 4 -0.3 9 0 4 67 4 max 0 18 0 25 899.234 9 0 25 0 18 0 25 68 min -549.923 9 0 4 0 18 0 4 -0.15 9 0 4 69 5 max 0 18 0 25 899.234 9 0 25 0 25 0 25 70 min -549.923 9 0 4 0 18 0 4 0 23 0 4 71 M10 1 max 0 18 0 25 899.224 9 0 25 0 18 0 25 72 min -549.923 9 0 4 0 18 0 4 -0.6 9 0 4 73 2 max 0 18 0 25 899.224 9 0 25 0 18 0 25 74 min -549.923 9 0 4 0 18 0 4 -0.45 9 0 4 75 3 max 0 18 0 25 899.224 9 0 25 0 18 0 25 76 min -549.923 9 0 4 0 18 0 4 -0.3 9 0 4 77 4 max 0 18 0 25 899.224 9 0 25 0 18 0 25 78 min -549.923 9 0 4 0 18 0 4 -0.15 9 0 4 79 5 max 0 18 0 25 899.224 9 0 25 0 10 0 25 80 min -549.923 9 0 4 0 18 0 4 0 25 0 4 81 M11 1 max 0 18 3.085 25 0 25 0 25 0 25 0 25 82 min -1051.134 9 0 18 0 4 0 4 0 4 0 4 83 2 max 0 18 1.542 25 0 25 0 25 0 25 0 18 84 min -1052.074 9 0 18 0 4 0 4 0 4 -0.003 25 85 3 max 0 18 0 25 0 25 0 25 0 25 0 18 86 min -1053.013 9 0 4 0 4 0 4 0 4 -0.004 25 87 4 max 0 18 0 18 0 25 0 25 0 25 0 18 88 min -1053.953 9 -1.542 7 0 4 0 4 0 4 -0.003 25 89 5 max 0 18 0 18 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 31 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 90 min -1054.892 9 -3.085 7 0 4 0 4 0 4 0 4 91 M13 1 max 895.069 9 24.999 12 0 25 0 25 0 25 0.6 9 92 min 0 18 -403.611 9 0 4 0 4 0 4 0 18 93 2 max 895.069 9 12.649 12 0 25 0 25 0 25 0.874 9 94 min 0 18 -131.876 9 0 4 0 4 0 4 0 18 95 3 max 895.069 9 139.859 9 0 25 0 25 0 25 0.87 9 96 min 0 18 0 18 0 4 0 4 0 4 0 18 97 4 max 895.069 9 411.593 9 0 25 0 25 0 25 0.587 9 98 min 0 18 -12.05 12 0 4 0 4 0 4 0 18 99 5 max 895.069 9 622.351 9 0 25 0 25 0 25 0 25 100 min 0 18 0 18 0 4 0 4 0 4 0 4 101 M15 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 102 min 0 4 0 18 0 4 0 4 0 4 0 4 103 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 104 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 105 3 max 0 25 0 25 0 25 0 25 0 25 0 18 106 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 107 4 max 0 25 0 18 0 25 0 25 0 25 0 18 108 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 109 5 max 0 25 0 18 0 25 0 25 0 25 0 25 110 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 111 M16 1 max 894.715 9 0 18 0 25 0 25 0 25 0 25 112 min 0 18 -622.35 9 0 4 0 4 0 4 0 4 113 2 max 894.715 9 12.05 12 0 25 0 25 0 25 0.587 9 114 min 0 18 -411.591 9 0 4 0 4 0 4 0 18 115 3 max 894.715 9 0 18 0 25 0 25 0 25 0.87 9 116 min 0 18 -139.857 9 0 4 0 4 0 4 0 18 117 4 max 894.715 9 131.878 9 0 25 0 25 0 25 0.874 9 118 min 0 18 -12.649 12 0 4 0 4 0 4 0 18 119 5 max 894.715 9 403.613 9 0 25 0 25 0 25 0.6 9 120 min 0 18 -24.999 12 0 4 0 4 0 4 0 18 121 M17 1 max 0 18 3.085 25 0 25 0 25 0 25 0 25 122 min -1051.156 9 0 18 0 4 0 4 0 4 0 4 123 2 max 0 18 1.542 25 0 25 0 25 0 25 0 18 124 min -1052.096 9 0 18 0 4 0 4 0 4 -0.003 25 125 3 max 0 18 0 25 0 25 0 25 0 25 0 18 126 min -1053.035 9 0 4 0 4 0 4 0 4 -0.004 25 127 4 max 0 18 0 18 0 25 0 25 0 25 0 18 128 min -1053.975 9 -1.542 7 0 4 0 4 0 4 -0.003 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 32 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 129 5 max 0 18 0 18 0 25 0 25 0 25 0 25 130 min -1054.914 9 -3.085 7 0 4 0 4 0 4 0 4 131 M18 1 max 0 25 0 18 0 25 0 25 0 25 0 25 132 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 133 2 max 0 25 0 18 0 25 0 25 0 25 0.358 25 134 min 0 4 -70.256 4 0 4 0 4 0 4 0 18 135 3 max 0 25 0 25 0 25 0 25 0 25 0.477 25 136 min 0 4 0 4 0 4 0 4 0 4 0 18 137 4 max 0 25 70.256 9 0 25 0 25 0 25 0.358 25 138 min 0 4 0 18 0 4 0 4 0 4 0 18 139 5 max 0 25 140.512 9 0 25 0 25 0 25 0 25 140 min 0 4 0 18 0 4 0 4 0 4 0 4 141 M19 1 max 0 18 0 25 899.35 9 0 25 0 18 0 25 142 min -551.731 9 0 4 0 18 0 4 -0.6 9 0 4 143 2 max 0 18 0 25 899.35 9 0 25 0 18 0 25 144 min -551.731 9 0 4 0 18 0 4 -0.45 9 0 4 145 3 max 0 18 0 25 899.35 9 0 25 0 18 0 25 146 min -551.731 9 0 4 0 18 0 4 -0.3 9 0 4 147 4 max 0 18 0 25 899.35 9 0 25 0 18 0 25 148 min -551.731 9 0 4 0 18 0 4 -0.15 9 0 4 149 5 max 0 18 0 25 899.35 9 0 25 0 11 0 25 150 min -551.731 9 0 4 0 18 0 4 0 25 0 4 151 M20 1 max 0 18 0 25 899.362 9 0 25 0 18 0 25 152 min -551.186 9 0 4 0 18 0 4 -0.6 9 0 4 153 2 max 0 18 0 25 899.362 9 0 25 0 18 0 25 154 min -551.186 9 0 4 0 18 0 4 -0.45 9 0 4 155 3 max 0 18 0 25 899.362 9 0 25 0 18 0 25 156 min -551.186 9 0 4 0 18 0 4 -0.3 9 0 4 157 4 max 0 18 0 25 899.362 9 0 25 0 18 0 25 158 min -551.186 9 0 4 0 18 0 4 -0.15 9 0 4 159 5 max 0 18 0 25 899.362 9 0 25 0 5 0 25 160 min -551.186 9 0 4 0 18 0 4 0 23 0 4 161 M23 1 max 1346.688 9 102.288 8 0 25 0 25 0 25 0 25 162 min 0 18 -28.129 13 0 4 0 4 0 4 0 4 163 2 max 1326.635 9 78.157 8 0 25 0 25 0 25 0.03 13 164 min 0 18 0 18 0 4 0 4 0 4 -0.226 8 165 3 max 1306.583 9 74.751 9 0 25 0 25 0 25 0 18 166 min 0 18 0 18 0 4 0 4 0 4 -0.391 8 167 4 max 1286.53 9 98.882 9 0 25 0 25 0 25 0 18 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 33 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 168 min 0 18 -23.749 12 0 4 0 4 0 4 -0.551 23 169 5 max 651.86 9 0 18 0 25 0 25 0 25 0 25 170 min 0 18 -807.953 23 0 4 0 4 0 4 0 4 171 M24 1 max 651.86 9 0 18 0 25 0 25 0 25 0 25 172 min 0 18 -775.639 9 0 4 0 4 0 4 0 4 173 2 max 69.683 25 178.11 23 0 25 0 25 0 25 1.698 9 174 min 0 18 0 18 0 4 0 4 0 4 0 18 175 3 max 46.455 25 181.523 9 0 25 0 25 0 25 1.213 9 176 min 0 18 0 18 0 4 0 4 0 4 -0.098 12 177 4 max 23.228 25 209.475 9 0 25 0 25 0 25 0.647 9 178 min 0 18 -16.95 12 0 4 0 4 0 4 -0.103 12 179 5 max 0 25 237.427 9 0 25 0 25 0 25 0 25 180 min 0 4 -54.219 12 0 4 0 4 0 4 0 4 181 M25 1 max 1342.017 9 102.295 8 0 25 0 25 0 25 0 25 182 min 0 18 -28.12 13 0 4 0 4 0 4 0 4 183 2 max 1321.965 9 78.164 8 0 25 0 25 0 25 0.03 13 184 min 0 18 0 18 0 4 0 4 0 4 -0.226 8 185 3 max 1301.912 9 74.779 9 0 25 0 25 0 25 0 18 186 min 0 18 0 18 0 4 0 4 0 4 -0.391 8 187 4 max 1281.859 9 98.91 9 0 25 0 25 0 25 0 18 188 min 0 18 -23.75 12 0 4 0 4 0 4 -0.551 23 189 5 max 646.643 9 0 18 0 25 0 25 0 25 0 25 190 min 0 18 -808.192 23 0 4 0 4 0 4 0 4 191 M26 1 max 646.643 9 0 18 0 25 0 25 0 25 0 25 192 min 0 18 -763.012 9 0 4 0 4 0 4 0 4 193 2 max 66.174 25 187.514 23 0 25 0 25 0 25 1.686 9 194 min 0 18 0 18 0 4 0 4 0 4 0 18 195 3 max 44.116 25 191.098 9 0 25 0 25 0 25 1.197 9 196 min 0 18 0 18 0 4 0 4 0 4 -0.077 12 197 4 max 22.058 25 217.643 9 0 25 0 25 0 25 0.635 9 198 min 0 18 -13.994 12 0 4 0 4 0 4 -0.087 12 199 5 max 0 25 244.187 9 0 25 0 25 0 25 0 25 200 min 0 4 -49.386 12 0 4 0 4 0 4 0 4 201 M21 1 max 1334.043 9 159.316 8 0 25 0 25 0 25 0 25 202 min 0 18 -38.386 13 0 4 0 4 0 4 0 4 203 2 max 1303.964 9 123.119 8 0 25 0 25 0 25 0.053 13 204 min 0 18 0 18 0 4 0 4 0 4 -0.53 8 205 3 max 1273.885 9 120.449 9 0 25 0 25 0 25 0 18 206 min 0 18 0 18 0 4 0 4 0 4 -0.923 8 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 34 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 207 4 max 1243.806 9 156.646 9 0 25 0 25 0 25 0 18 208 min 0 18 -34.759 12 0 4 0 4 0 4 -1.332 23 209 5 max 597.25 9 0 18 0 25 0 25 0 25 0 25 210 min 0 18 -769.32 23 0 4 0 4 0 4 0 4 211 M22 1 max 597.25 9 0 18 0 25 0 25 0 25 0 25 212 min 0 18 -477.75 9 0 4 0 4 0 4 0 4 213 2 max 30.079 24 430.311 9 0 25 0 25 0 25 0.515 9 214 min 0 18 0 18 0 4 0 4 0 4 0 18 215 3 max 20.053 24 442.377 9 0 25 0 25 0 25 0.04 4 216 min 0 18 0 18 0 4 0 4 0 4 -0.04 13 217 4 max 10.026 24 16.09 4 0 25 0 25 0 25 0.01 4 218 min 0 18 -16.086 13 0 4 0 4 0 4 -0.01 13 219 5 max 0 25 0.006 23 0 25 0 25 0 25 0 25 220 min 0 4 0 18 0 4 0 4 0 4 0 4 221 M27 1 max 1334.035 9 159.315 8 0 25 0 25 0 25 0 25 222 min 0 18 -38.387 13 0 4 0 4 0 4 0 4 223 2 max 1303.956 9 123.118 8 0 25 0 25 0 25 0.053 13 224 min 0 18 0 18 0 4 0 4 0 4 -0.53 8 225 3 max 1273.877 9 120.447 9 0 25 0 25 0 25 0 18 226 min 0 18 0 18 0 4 0 4 0 4 -0.923 8 227 4 max 1243.798 9 156.644 9 0 25 0 25 0 25 0 18 228 min 0 18 -34.759 12 0 4 0 4 0 4 -1.331 23 229 5 max 597.243 9 0 18 0 25 0 25 0 25 0 25 230 min 0 18 -769.309 23 0 4 0 4 0 4 0 4 231 M28 1 max 597.243 9 0 18 0 25 0 25 0 25 0 25 232 min 0 18 -477.744 9 0 4 0 4 0 4 0 4 233 2 max 30.079 25 430.306 9 0 25 0 25 0 25 0.515 9 234 min 0 18 0 18 0 4 0 4 0 4 0 18 235 3 max 20.053 24 442.372 9 0 25 0 25 0 25 0.04 4 236 min 0 18 0 18 0 4 0 4 0 4 -0.04 13 237 4 max 10.026 24 16.09 4 0 25 0 25 0 25 0.01 4 238 min 0 18 -16.086 13 0 4 0 4 0 4 -0.01 13 239 5 max 0 25 0.006 23 0 25 0 25 0 25 0 25 240 min 0 4 0 18 0 4 0 4 0 4 0 4 241 M54 1 max 0 25 0 18 0 25 0 25 0 25 0 25 242 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 243 2 max 0 25 0 18 0 25 0 25 0 25 0.358 25 244 min 0 4 -70.256 4 0 4 0 4 0 4 0 18 245 3 max 0 25 0 25 0 25 0 25 0 25 0.477 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 35 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 246 min 0 4 0 4 0 4 0 4 0 4 0 18 247 4 max 0 25 70.256 25 0 25 0 25 0 25 0.358 25 248 min 0 4 0 18 0 4 0 4 0 4 0 18 249 5 max 0 25 140.512 25 0 25 0 25 0 25 0 25 250 min 0 4 0 18 0 4 0 4 0 4 0 4 251 M55 1 max 1102.504 9 28.816 12 0 25 0 25 0 25 0.737 9 252 min 0 18 -455.174 9 0 4 0 4 0 4 0 18 253 2 max 1102.504 9 14.961 12 0 25 0 25 0 25 1.086 9 254 min 0 18 -150.322 9 0 4 0 4 0 4 0 18 255 3 max 1102.504 9 154.53 9 0 25 0 25 0 25 1.083 9 256 min 0 18 0 18 0 4 0 4 0 4 0 18 257 4 max 1102.504 9 459.382 9 0 25 0 25 0 25 0.73 9 258 min 0 18 -12.748 12 0 4 0 4 0 4 0 18 259 5 max 1102.504 9 703.334 9 0 25 0 25 0 25 0 25 260 min 0 18 0 18 0 4 0 4 0 4 0 4 261 M56 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 262 min 0 4 0 18 0 4 0 4 0 4 0 4 263 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 264 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 265 3 max 0 25 0 25 0 25 0 25 0 25 0 18 266 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 267 4 max 0 25 0 18 0 25 0 25 0 25 0 18 268 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 269 5 max 0 25 0 18 0 25 0 25 0 25 0 25 270 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 271 M57 1 max 1102.506 9 0 18 0 25 0 25 0 25 0 25 272 min 0 18 -703.334 9 0 4 0 4 0 4 0 4 273 2 max 1102.506 9 12.747 12 0 25 0 25 0 25 0.73 9 274 min 0 18 -459.382 9 0 4 0 4 0 4 0 18 275 3 max 1102.506 9 0 18 0 25 0 25 0 25 1.083 9 276 min 0 18 -154.53 9 0 4 0 4 0 4 0 18 277 4 max 1102.506 9 150.322 9 0 25 0 25 0 25 1.086 9 278 min 0 18 -14.962 12 0 4 0 4 0 4 0 18 279 5 max 1102.506 9 455.174 9 0 25 0 25 0 25 0.737 9 280 min 0 18 -28.817 12 0 4 0 4 0 4 0 18 281 M58 1 max 0 18 0 25 1105.063 9 0 25 0 18 0 25 282 min -600.815 23 0 4 0 18 0 4 -0.737 9 0 4 283 2 max 0 18 0 25 1105.063 9 0 25 0 18 0 25 284 min -600.815 23 0 4 0 18 0 4 -0.553 9 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 36 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 285 3 max 0 18 0 25 1105.063 9 0 25 0 18 0 25 286 min -600.815 23 0 4 0 18 0 4 -0.369 9 0 4 287 4 max 0 18 0 25 1105.063 9 0 25 0 18 0 25 288 min -600.815 23 0 4 0 18 0 4 -0.184 9 0 4 289 5 max 0 18 0 25 1105.063 9 0 25 0 8 0 25 290 min -600.815 23 0 4 0 18 0 4 0 4 0 4 291 M59 1 max 0 18 0 25 1105.061 9 0 25 0 18 0 25 292 min -600.8 23 0 4 0 18 0 4 -0.737 9 0 4 293 2 max 0 18 0 25 1105.061 9 0 25 0 18 0 25 294 min -600.8 23 0 4 0 18 0 4 -0.553 9 0 4 295 3 max 0 18 0 25 1105.061 9 0 25 0 18 0 25 296 min -600.8 23 0 4 0 18 0 4 -0.369 9 0 4 297 4 max 0 18 0 25 1105.061 9 0 25 0 18 0 25 298 min -600.8 23 0 4 0 18 0 4 -0.184 9 0 4 299 5 max 0 18 0 25 1105.061 9 0 25 0 4 0 25 300 min -600.8 23 0 4 0 18 0 4 0 12 0 4 301 M60 1 max 0 18 3.461 8 0 25 0 25 0 25 0 25 302 min -1255.453 9 0 18 0 4 0 4 0 4 0 4 303 2 max 0 18 1.73 8 0 25 0 25 0 25 0 18 304 min -1256.393 9 0 18 0 4 0 4 0 4 -0.003 8 305 3 max 0 18 0 25 0 25 0 25 0 25 0 18 306 min -1257.333 9 0 4 0 4 0 4 0 4 -0.005 8 307 4 max 0 18 0 18 0 25 0 25 0 25 0 18 308 min -1258.272 9 -1.73 6 0 4 0 4 0 4 -0.003 8 309 5 max 0 18 0 18 0 25 0 25 0 25 0 25 310 min -1259.212 9 -3.461 6 0 4 0 4 0 4 0 4 311 M61 1 max 0 18 3.461 8 0 25 0 25 0 25 0 25 312 min -1255.451 9 0 18 0 4 0 4 0 4 0 4 313 2 max 0 18 1.73 8 0 25 0 25 0 25 0 18 314 min -1256.391 9 0 18 0 4 0 4 0 4 -0.003 8 315 3 max 0 18 0 25 0 25 0 25 0 25 0 18 316 min -1257.33 9 0 4 0 4 0 4 0 4 -0.005 8 317 4 max 0 18 0 18 0 25 0 25 0 25 0 18 318 min -1258.27 9 -1.73 4 0 4 0 4 0 4 -0.003 8 319 5 max 0 18 0 18 0 25 0 25 0 25 0 25 320 min -1259.209 9 -3.461 4 0 4 0 4 0 4 0 4 321 M74 1 max 9372.931 23 0 25 458.042 13 0 25 0 25 0 25 322 min 0 18 0 4 -701.634 8 0 4 0 4 0 4 323 2 max 9339.434 23 0 25 165.542 13 0 25 1.169 13 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 37 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 324 min 0 18 0 4 -482.259 8 0 4 -2.22 8 0 4 325 3 max 9305.937 23 0 25 0 18 0 25 1.241 13 0 25 326 min 0 18 0 4 -325.784 23 0 4 -3.617 8 0 4 327 4 max 8599.181 23 0 25 955.213 8 0 25 0.77 13 0 25 328 min 0 18 0 4 0 18 0 4 -3.195 8 0 4 329 5 max 7957 23 0 25 589.639 12 0 25 0 25 0 25 330 min 0 18 0 4 -790.899 5 0 4 0 4 0 4 331 M75 1 max 9372.926 23 0 25 458.042 13 0 25 0 25 0 25 332 min 0 18 0 4 -701.632 8 0 4 0 4 0 4 333 2 max 9339.429 23 0 25 165.542 13 0 25 1.169 13 0 25 334 min 0 18 0 4 -482.257 8 0 4 -2.22 8 0 4 335 3 max 9305.932 23 0 25 0 18 0 25 1.241 13 0 25 336 min 0 18 0 4 -325.783 23 0 4 -3.617 8 0 4 337 4 max 8599.177 23 0 25 955.209 8 0 25 0.77 13 0 25 338 min 0 18 0 4 0 18 0 4 -3.195 8 0 4 339 5 max 7957 23 0 25 589.641 12 0 25 0 25 0 25 340 min 0 18 0 4 -790.9 5 0 4 0 4 0 4 341 M72 1 max 0 18 604.254 9 0 25 0 25 0 25 0.302 9 342 min -1102.505 9 0 18 0 4 0 4 0 4 0 18 343 2 max 0 18 604.254 9 0 25 0 25 0 25 0.227 9 344 min -1102.505 9 0 18 0 4 0 4 0 4 0 18 345 3 max 0 18 604.254 9 0 25 0 25 0 25 0.151 9 346 min -1102.505 9 0 18 0 4 0 4 0 4 0 18 347 4 max 0 18 604.254 9 0 25 0 25 0 25 0.076 9 348 min -1102.505 9 0 18 0 4 0 4 0 4 0 18 349 5 max 0 18 604.254 9 0 25 0 25 0 25 0 13 350 min -1102.505 9 0 18 0 4 0 4 0 4 0 8 351 M73 1 max 1102.497 9 700.956 9 0 25 0 25 0 25 0.35 9 352 min 0 18 0 18 0 4 0 4 0 4 0 18 353 2 max 1102.497 9 700.956 9 0 25 0 25 0 25 0.263 9 354 min 0 18 0 18 0 4 0 4 0 4 0 18 355 3 max 1102.497 9 700.956 9 0 25 0 25 0 25 0.175 9 356 min 0 18 0 18 0 4 0 4 0 4 0 18 357 4 max 1102.497 9 700.956 9 0 25 0 25 0 25 0.088 9 358 min 0 18 0 18 0 4 0 4 0 4 0 18 359 5 max 1102.497 9 700.956 9 0 25 0 25 0 25 0 13 360 min 0 18 0 18 0 4 0 4 0 4 0 4 361 M76 1 max 0 18 604.255 9 0 25 0 25 0 25 0.302 9 362 min -1102.507 9 0 18 0 4 0 4 0 4 0 18 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 38 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 363 2 max 0 18 604.255 9 0 25 0 25 0 25 0.227 9 364 min -1102.507 9 0 18 0 4 0 4 0 4 0 18 365 3 max 0 18 604.255 9 0 25 0 25 0 25 0.151 9 366 min -1102.507 9 0 18 0 4 0 4 0 4 0 18 367 4 max 0 18 604.255 9 0 25 0 25 0 25 0.076 9 368 min -1102.507 9 0 18 0 4 0 4 0 4 0 18 369 5 max 0 18 604.255 9 0 25 0 25 0 25 0 13 370 min -1102.507 9 0 18 0 4 0 4 0 4 0 8 371 M77 1 max 1102.505 9 700.957 9 0 25 0 25 0 25 0.35 9 372 min 0 18 0 18 0 4 0 4 0 4 0 18 373 2 max 1102.505 9 700.957 9 0 25 0 25 0 25 0.263 9 374 min 0 18 0 18 0 4 0 4 0 4 0 18 375 3 max 1102.505 9 700.957 9 0 25 0 25 0 25 0.175 9 376 min 0 18 0 18 0 4 0 4 0 4 0 18 377 4 max 1102.505 9 700.957 9 0 25 0 25 0 25 0.088 9 378 min 0 18 0 18 0 4 0 4 0 4 0 18 379 5 max 1102.505 9 700.957 9 0 25 0 25 0 25 0 13 380 min 0 18 0 18 0 4 0 4 0 4 0 8 381 M39 1 max 842.51 9 0 18 0 25 0 25 0 25 0 25 382 min 0 18 -604.113 9 0 4 0 4 0 4 0 4 383 2 max 842.51 9 20.128 12 0 25 0 25 0 25 0.571 9 384 min 0 18 -398.123 9 0 4 0 4 0 4 0 18 385 3 max 842.51 9 4.908 12 0 25 0 25 0 25 0.842 9 386 min 0 18 -131.172 9 0 4 0 4 0 4 0 18 387 4 max 842.51 9 135.78 9 0 25 0 25 0 25 0.84 9 388 min 0 18 -10.311 12 0 4 0 4 0 4 0 18 389 5 max 842.51 9 402.732 9 0 25 0 25 0 25 0.564 9 390 min 0 18 -25.53 12 0 4 0 4 0 4 0 18 391 M40 1 max 0 25 0 18 0 25 0 25 0 25 0 25 392 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 393 2 max 0 25 0 18 0 25 0 25 0 25 0.277 25 394 min 0 4 -54.425 4 0 4 0 4 0 4 0 18 395 3 max 0 25 0 25 0 25 0 25 0 25 0.37 25 396 min 0 4 0 4 0 4 0 4 0 4 0 18 397 4 max 0 25 54.425 25 0 25 0 25 0 25 0.277 25 398 min 0 4 0 18 0 4 0 4 0 4 0 18 399 5 max 0 25 108.85 25 0 25 0 25 0 25 0 25 400 min 0 4 0 18 0 4 0 4 0 4 0 4 401 M41 1 max 844.658 9 25.536 12 0 25 0 25 0 25 0.564 9 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 39 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 402 min 0 18 -402.694 9 0 4 0 4 0 4 0 18 403 2 max 844.658 9 10.316 12 0 25 0 25 0 25 0.84 9 404 min 0 18 -135.731 9 0 4 0 4 0 4 0 18 405 3 max 844.658 9 131.231 9 0 25 0 25 0 25 0.843 9 406 min 0 18 -4.904 12 0 4 0 4 0 4 0 18 407 4 max 844.658 9 398.194 9 0 25 0 25 0 25 0.571 9 408 min 0 18 -20.124 12 0 4 0 4 0 4 0 18 409 5 max 844.658 9 604.194 9 0 25 0 25 0 25 0 25 410 min 0 18 0 18 0 4 0 4 0 4 0 4 411 M42 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 412 min 0 4 0 18 0 4 0 4 0 4 0 4 413 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 414 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 415 3 max 0 25 0 25 0 25 0 25 0 25 0 18 416 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 417 4 max 0 25 0 18 0 25 0 25 0 25 0 18 418 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 419 5 max 0 25 0 18 0 25 0 25 0 25 0 25 420 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 421 M43 1 max 844.658 9 0 18 0 25 0 25 0 25 0 25 422 min 0 18 -604.195 9 0 4 0 4 0 4 0 4 423 2 max 844.658 9 20.124 12 0 25 0 25 0 25 0.571 9 424 min 0 18 -398.194 9 0 4 0 4 0 4 0 18 425 3 max 844.658 9 4.904 12 0 25 0 25 0 25 0.843 9 426 min 0 18 -131.231 9 0 4 0 4 0 4 0 18 427 4 max 844.658 9 135.731 9 0 25 0 25 0 25 0.84 9 428 min 0 18 -10.316 12 0 4 0 4 0 4 0 18 429 5 max 844.658 9 402.694 9 0 25 0 25 0 25 0.564 9 430 min 0 18 -25.536 12 0 4 0 4 0 4 0 18 431 M44 1 max 0 18 0 25 845.789 9 0 25 0 18 0 25 432 min -513.512 9 0 4 0 18 0 4 -0.564 9 0 4 433 2 max 0 18 0 25 845.789 9 0 25 0 18 0 25 434 min -513.512 9 0 4 0 18 0 4 -0.423 9 0 4 435 3 max 0 18 0 25 845.789 9 0 25 0 18 0 25 436 min -513.512 9 0 4 0 18 0 4 -0.282 9 0 4 437 4 max 0 18 0 25 845.789 9 0 25 0 18 0 25 438 min -513.512 9 0 4 0 18 0 4 -0.141 9 0 4 439 5 max 0 18 0 25 845.789 9 0 25 0 25 0 25 440 min -513.512 9 0 4 0 18 0 4 0 23 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 40 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 441 M45 1 max 0 18 0 25 845.789 9 0 25 0 18 0 25 442 min -513.51 9 0 4 0 18 0 4 -0.564 9 0 4 443 2 max 0 18 0 25 845.789 9 0 25 0 18 0 25 444 min -513.51 9 0 4 0 18 0 4 -0.423 9 0 4 445 3 max 0 18 0 25 845.789 9 0 25 0 18 0 25 446 min -513.51 9 0 4 0 18 0 4 -0.282 9 0 4 447 4 max 0 18 0 25 845.789 9 0 25 0 18 0 25 448 min -513.51 9 0 4 0 18 0 4 -0.141 9 0 4 449 5 max 0 18 0 25 845.789 9 0 25 0 4 0 25 450 min -513.51 9 0 4 0 18 0 4 0 23 0 4 451 M46 1 max 0 25 0 18 0 25 0 25 0 25 0 25 452 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 453 2 max 0 25 0 18 0 25 0 25 0 25 0.277 25 454 min 0 4 -54.425 4 0 4 0 4 0 4 0 18 455 3 max 0 25 0 25 0 25 0 25 0 25 0.37 25 456 min 0 4 0 4 0 4 0 4 0 4 0 18 457 4 max 0 25 54.425 25 0 25 0 25 0 25 0.277 25 458 min 0 4 0 18 0 4 0 4 0 4 0 18 459 5 max 0 25 108.85 25 0 25 0 25 0 25 0 25 460 min 0 4 0 18 0 4 0 4 0 4 0 4 461 M47 1 max 0 18 0 25 845.896 9 0 25 0 18 0 25 462 min -517.2 9 0 4 0 18 0 4 -0.564 9 0 4 463 2 max 0 18 0 25 845.896 9 0 25 0 18 0 25 464 min -517.2 9 0 4 0 18 0 4 -0.423 9 0 4 465 3 max 0 18 0 25 845.896 9 0 25 0 18 0 25 466 min -517.2 9 0 4 0 18 0 4 -0.282 9 0 4 467 4 max 0 18 0 25 845.896 9 0 25 0 18 0 25 468 min -517.2 9 0 4 0 18 0 4 -0.141 9 0 4 469 5 max 0 18 0 25 845.896 9 0 25 0 9 0 25 470 min -517.2 9 0 4 0 18 0 4 0 25 0 4 471 M48 1 max 0 18 570.888 9 0 25 0 25 0 25 0.285 9 472 min -1041.388 9 0 18 0 4 0 4 0 4 0 18 473 2 max 0 18 570.888 9 0 25 0 25 0 25 0.214 9 474 min -1041.388 9 0 18 0 4 0 4 0 4 0 18 475 3 max 0 18 570.888 9 0 25 0 25 0 25 0.143 9 476 min -1041.388 9 0 18 0 4 0 4 0 4 0 18 477 4 max 0 18 570.888 9 0 25 0 25 0 25 0.071 9 478 min -1041.388 9 0 18 0 4 0 4 0 4 0 18 479 5 max 0 18 570.888 9 0 25 0 25 0 25 0 5 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 41 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 480 min -1041.388 9 0 18 0 4 0 4 0 4 0 23 481 M49 1 max 1387.558 9 0 25 461.473 13 0 25 0 25 0 25 482 min 0 18 0 4 -651.216 4 0 4 0 4 0 4 483 2 max 1354.061 9 0 25 168.973 13 0 25 1.182 13 0 25 484 min 0 18 0 4 -404.004 8 0 4 -1.926 8 0 4 485 3 max 1320.564 9 0 25 0 18 0 25 1.267 13 0 25 486 min 0 18 0 4 -262.387 9 0 4 -3.03 8 0 4 487 4 max 606.897 9 0 25 770.82 23 0 25 0.788 13 0 25 488 min 0 18 0 4 0 18 0 4 -2.522 8 0 4 489 5 max 0 25 0 25 567.681 12 0 25 0 25 0 25 490 min 0 4 0 4 -757.858 5 0 4 0 4 0 4 491 M50 1 max 1283.247 9 84.796 4 0 25 0 25 0 25 0 25 492 min 0 18 -55.937 13 0 4 0 4 0 4 0 4 493 2 max 1253.168 9 47.656 8 0 25 0 25 0 25 0.121 13 494 min 0 18 -8.687 13 0 4 0 4 0 4 -0.245 8 495 3 max 1223.089 9 53.837 9 0 25 0 25 0 25 0.065 13 496 min 0 18 -16.923 12 0 4 0 4 0 4 -0.357 8 497 4 max 1193.01 9 93.033 5 0 25 0 25 0 25 0 18 498 min 0 18 -64.173 12 0 4 0 4 0 4 -0.428 23 499 5 max 560.84 9 0 18 0 25 0 25 0 25 1.09 23 500 min 0 18 -792.295 23 0 4 0 4 0 4 0 18 501 M51 1 max 617.332 9 30.721 12 0 25 0 25 0 25 0.148 12 502 min 0 18 -783.681 9 0 4 0 4 0 4 -0.613 9 503 2 max 69.683 25 130.582 8 0 25 0 25 0 25 1.14 9 504 min 0 18 0 18 0 4 0 4 0 4 0 18 505 3 max 46.455 25 127.096 23 0 25 0 25 0 25 0.84 9 506 min 0 18 0 18 0 4 0 4 0 4 -0.057 12 507 4 max 23.228 25 144.954 9 0 25 0 25 0 25 0.459 9 508 min 0 18 -9.872 12 0 4 0 4 0 4 -0.081 12 509 5 max 0 25 172.319 9 0 25 0 25 0 25 0 25 510 min 0 4 -46.359 12 0 4 0 4 0 4 0 4 511 M52 1 max 1283.248 9 84.796 4 0 25 0 25 0 25 0 25 512 min 0 18 -55.937 13 0 4 0 4 0 4 0 4 513 2 max 1253.169 9 47.656 8 0 25 0 25 0 25 0.121 13 514 min 0 18 -8.687 13 0 4 0 4 0 4 -0.245 8 515 3 max 1223.09 9 53.837 9 0 25 0 25 0 25 0.065 13 516 min 0 18 -16.923 12 0 4 0 4 0 4 -0.357 8 517 4 max 1193.011 9 93.033 5 0 25 0 25 0 25 0 18 518 min 0 18 -64.173 12 0 4 0 4 0 4 -0.428 23 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 42 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 519 5 max 560.84 9 0 18 0 25 0 25 0 25 1.09 23 520 min 0 18 -792.296 23 0 4 0 4 0 4 0 18 521 M53 1 max 1295.898 9 116.204 8 0 25 0 25 0 25 0 25 522 min 0 18 0 18 0 4 0 4 0 4 0 4 523 2 max 1275.846 9 115.592 23 0 25 0 25 0 25 0 18 524 min 0 18 0 18 0 4 0 4 0 4 -0.289 23 525 3 max 1255.793 9 131.861 9 0 25 0 25 0 25 0 18 526 min 0 18 -9.02 12 0 4 0 4 0 4 -0.578 23 527 4 max 1235.74 9 155.486 9 0 25 0 25 0 25 0 18 528 min 0 18 -40.52 12 0 4 0 4 0 4 -0.9 9 529 5 max 617.332 9 0 18 0 25 0 25 0 25 0.148 12 530 min 0 18 -714.789 23 0 4 0 4 0 4 -0.613 9 531 M62 1 max 1291.232 9 114.22 8 0 25 0 25 0 25 0 25 532 min 0 18 0 18 0 4 0 4 0 4 0 4 533 2 max 1271.179 9 111.616 23 0 25 0 25 0 25 0 18 534 min 0 18 0 18 0 4 0 4 0 4 -0.279 23 535 3 max 1251.126 9 126.938 9 0 25 0 25 0 25 0 18 536 min 0 18 -8.193 12 0 4 0 4 0 4 -0.558 23 537 4 max 1231.074 9 150.563 9 0 25 0 25 0 25 0 18 538 min 0 18 -39.693 12 0 4 0 4 0 4 -0.863 9 539 5 max 612.383 9 0 18 0 25 0 25 0 25 0.139 12 540 min 0 18 -718.744 23 0 4 0 4 0 4 -0.564 9 541 M63 1 max 612.383 9 27.703 12 0 25 0 25 0 25 0.139 12 542 min 0 18 -770.165 9 0 4 0 4 0 4 -0.564 9 543 2 max 66.174 25 137.437 23 0 25 0 25 0 25 1.166 9 544 min 0 18 0 18 0 4 0 4 0 4 0 18 545 3 max 44.116 25 137.437 23 0 25 0 25 0 25 0.848 9 546 min 0 18 0 18 0 4 0 4 0 4 -0.041 12 547 4 max 22.058 25 154.271 9 0 25 0 25 0 25 0.46 9 548 min 0 18 -7.373 12 0 4 0 4 0 4 -0.068 12 549 5 max 0 25 180.259 9 0 25 0 25 0 25 0 25 550 min 0 4 -42.023 12 0 4 0 4 0 4 0 4 551 M64 1 max 560.84 9 119.973 12 0 25 0 25 0 25 1.09 23 552 min 0 18 -124.731 5 0 4 0 4 0 4 0 18 553 2 max 30.079 23 822.843 23 0 25 0 25 0 25 1.029 23 554 min 0 18 0 18 0 4 0 4 0 4 0 18 555 3 max 20.053 23 822.843 23 0 25 0 25 0 25 0.039 4 556 min 0 18 0 18 0 4 0 4 0 4 -0.039 13 557 4 max 10.026 25 15.756 4 0 25 0 25 0 25 0.01 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 43 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 558 min 0 18 -15.748 13 0 4 0 4 0 4 -0.01 13 559 5 max 0 25 0.013 23 0 25 0 25 0 25 0 25 560 min 0 4 0 18 0 4 0 4 0 4 0 4 561 M65 1 max 1041.386 9 29.891 12 0 25 0 25 0 25 0.696 9 562 min 0 18 -453.43 9 0 4 0 4 0 4 0 18 563 2 max 1041.386 9 12.817 12 0 25 0 25 0 25 1.045 9 564 min 0 18 -153.944 9 0 4 0 4 0 4 0 18 565 3 max 1041.386 9 145.542 9 0 25 0 25 0 25 1.05 9 566 min 0 18 -4.257 12 0 4 0 4 0 4 0 18 567 4 max 1041.386 9 445.028 9 0 25 0 25 0 25 0.71 9 568 min 0 18 -21.332 12 0 4 0 4 0 4 0 18 569 5 max 1041.386 9 683.639 9 0 25 0 25 0 25 0 25 570 min 0 18 0 18 0 4 0 4 0 4 0 4 571 M66 1 max 560.84 9 119.973 12 0 25 0 25 0 25 1.09 23 572 min 0 18 -124.731 5 0 4 0 4 0 4 0 18 573 2 max 30.079 11 822.842 23 0 25 0 25 0 25 1.029 23 574 min 0 18 0 18 0 4 0 4 0 4 0 18 575 3 max 20.053 24 822.842 23 0 25 0 25 0 25 0.039 4 576 min 0 18 0 18 0 4 0 4 0 4 -0.039 13 577 4 max 10.026 24 15.756 4 0 25 0 25 0 25 0.01 4 578 min 0 18 -15.748 13 0 4 0 4 0 4 -0.01 13 579 5 max 0 25 0.013 23 0 25 0 25 0 25 0 25 580 min 0 4 0 18 0 4 0 4 0 4 0 4 581 M67 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 582 min 0 4 0 18 0 4 0 4 0 4 0 4 583 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 584 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 585 3 max 0 25 0 25 0 25 0 25 0 25 0 18 586 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 587 4 max 0 25 0 18 0 25 0 25 0 25 0 18 588 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 589 5 max 0 25 0 18 0 25 0 25 0 25 0 25 590 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 591 M68 1 max 0 18 3.461 8 0 25 0 25 0 25 0 25 592 min -1185.034 9 0 18 0 4 0 4 0 4 0 4 593 2 max 0 18 1.73 8 0 25 0 25 0 25 0 18 594 min -1185.974 9 0 18 0 4 0 4 0 4 -0.003 8 595 3 max 0 18 0 25 0 25 0 25 0 25 0 18 596 min -1186.913 9 0 4 0 4 0 4 0 4 -0.005 8 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 44 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 597 4 max 0 18 0 18 0 25 0 25 0 25 0 18 598 min -1187.853 9 -1.73 23 0 4 0 4 0 4 -0.003 8 599 5 max 0 18 0 18 0 25 0 25 0 25 0 25 600 min -1188.793 9 -3.461 23 0 4 0 4 0 4 0 4 601 M69 1 max 0 18 0 25 845.912 9 0 25 0 18 0 25 602 min -516.922 9 0 4 0 18 0 4 -0.564 9 0 4 603 2 max 0 18 0 25 845.912 9 0 25 0 18 0 25 604 min -516.922 9 0 4 0 18 0 4 -0.423 9 0 4 605 3 max 0 18 0 25 845.912 9 0 25 0 18 0 25 606 min -516.922 9 0 4 0 18 0 4 -0.282 9 0 4 607 4 max 0 18 0 25 845.912 9 0 25 0 18 0 25 608 min -516.922 9 0 4 0 18 0 4 -0.141 9 0 4 609 5 max 0 18 0 25 845.912 9 0 25 0 11 0 25 610 min -516.922 9 0 4 0 18 0 4 0 5 0 4 611 M70 1 max 842.701 9 25.531 12 0 25 0 25 0 25 0.564 9 612 min 0 18 -402.729 9 0 4 0 4 0 4 0 18 613 2 max 842.701 9 10.311 12 0 25 0 25 0 25 0.84 9 614 min 0 18 -135.778 9 0 4 0 4 0 4 0 18 615 3 max 842.701 9 131.174 9 0 25 0 25 0 25 0.842 9 616 min 0 18 -4.908 12 0 4 0 4 0 4 0 18 617 4 max 842.701 9 398.126 9 0 25 0 25 0 25 0.571 9 618 min 0 18 -20.128 12 0 4 0 4 0 4 0 18 619 5 max 842.701 9 604.115 9 0 25 0 25 0 25 0 25 620 min 0 18 0 18 0 4 0 4 0 4 0 4 621 M71 1 max 0 25 127.108 25 0 25 0 25 0 25 0 25 622 min 0 4 0 18 0 4 0 4 0 4 0 4 623 2 max 0 25 63.554 25 0 25 0 25 0 25 0 18 624 min 0 4 0 18 0 4 0 4 0 4 -0.324 4 625 3 max 0 25 0 25 0 25 0 25 0 25 0 18 626 min 0 4 0 4 0 4 0 4 0 4 -0.432 4 627 4 max 0 25 0 18 0 25 0 25 0 25 0 18 628 min 0 4 -63.554 4 0 4 0 4 0 4 -0.324 4 629 5 max 0 25 0 18 0 25 0 25 0 25 0 25 630 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 631 M78 1 max 1387.557 9 0 25 461.473 13 0 25 0 25 0 25 632 min 0 18 0 4 -651.215 4 0 4 0 4 0 4 633 2 max 1354.06 9 0 25 168.973 13 0 25 1.182 13 0 25 634 min 0 18 0 4 -404.003 8 0 4 -1.926 8 0 4 635 3 max 1320.562 9 0 25 0 18 0 25 1.267 13 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 45 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 636 min 0 18 0 4 -262.386 9 0 4 -3.03 8 0 4 637 4 max 606.896 9 0 25 770.815 23 0 25 0.788 13 0 25 638 min 0 18 0 4 0 18 0 4 -2.522 8 0 4 639 5 max 0 25 0 25 567.685 12 0 25 0 25 0 25 640 min 0 4 0 4 -757.859 5 0 4 0 4 0 4 641 M79 1 max 0 18 0 25 1043.047 9 0 25 0 18 0 25 642 min -565.521 9 0 4 0 18 0 4 -0.696 9 0 4 643 2 max 0 18 0 25 1043.047 9 0 25 0 18 0 25 644 min -565.521 9 0 4 0 18 0 4 -0.522 9 0 4 645 3 max 0 18 0 25 1043.047 9 0 25 0 18 0 25 646 min -565.521 9 0 4 0 18 0 4 -0.348 9 0 4 647 4 max 0 18 0 25 1043.047 9 0 25 0 18 0 25 648 min -565.521 9 0 4 0 18 0 4 -0.174 9 0 4 649 5 max 0 18 0 25 1043.047 9 0 25 0 4 0 25 650 min -565.521 9 0 4 0 18 0 4 0 8 0 4 651 M80 1 max 0 25 0 18 0 25 0 25 0 25 0 25 652 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 653 2 max 0 25 0 18 0 25 0 25 0 25 0.277 25 654 min 0 4 -54.425 4 0 4 0 4 0 4 0 18 655 3 max 0 25 0 25 0 25 0 25 0 25 0.37 25 656 min 0 4 0 4 0 4 0 4 0 4 0 18 657 4 max 0 25 54.425 25 0 25 0 25 0 25 0.277 25 658 min 0 4 0 18 0 4 0 4 0 4 0 18 659 5 max 0 25 108.85 25 0 25 0 25 0 25 0 25 660 min 0 4 0 18 0 4 0 4 0 4 0 4 661 M81 1 max 0 18 3.461 5 0 25 0 25 0 25 0 25 662 min -1185.032 9 0 18 0 4 0 4 0 4 0 4 663 2 max 0 18 1.73 5 0 25 0 25 0 25 0 18 664 min -1185.972 9 0 18 0 4 0 4 0 4 -0.003 5 665 3 max 0 18 0 25 0 25 0 25 0 25 0 18 666 min -1186.911 9 0 4 0 4 0 4 0 4 -0.005 5 667 4 max 0 18 0 18 0 25 0 25 0 25 0 18 668 min -1187.851 9 -1.73 8 0 4 0 4 0 4 -0.003 5 669 5 max 0 18 0 18 0 25 0 25 0 25 0 25 670 min -1188.791 9 -3.461 8 0 4 0 4 0 4 0 4 671 M82 1 max 0 18 0 25 1043.049 9 0 25 0 18 0 25 672 min -565.525 9 0 4 0 18 0 4 -0.696 9 0 4 673 2 max 0 18 0 25 1043.049 9 0 25 0 18 0 25 674 min -565.525 9 0 4 0 18 0 4 -0.522 9 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 46 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 675 3 max 0 18 0 25 1043.049 9 0 25 0 18 0 25 676 min -565.525 9 0 4 0 18 0 4 -0.348 9 0 4 677 4 max 0 18 0 25 1043.049 9 0 25 0 18 0 25 678 min -565.525 9 0 4 0 18 0 4 -0.174 9 0 4 679 5 max 0 18 0 25 1043.049 9 0 25 0 23 0 25 680 min -565.525 9 0 4 0 18 0 4 0 6 0 4 681 M83 1 max 1041.388 9 0 18 0 25 0 25 0 25 0 25 682 min 0 18 -683.639 9 0 4 0 4 0 4 0 4 683 2 max 1041.388 9 21.33 12 0 25 0 25 0 25 0.71 9 684 min 0 18 -445.028 9 0 4 0 4 0 4 0 18 685 3 max 1041.388 9 4.256 12 0 25 0 25 0 25 1.05 9 686 min 0 18 -145.542 9 0 4 0 4 0 4 0 18 687 4 max 1041.388 9 153.944 9 0 25 0 25 0 25 1.045 9 688 min 0 18 -12.818 12 0 4 0 4 0 4 0 18 689 5 max 1041.388 9 453.43 9 0 25 0 25 0 25 0.696 9 690 min 0 18 -29.892 12 0 4 0 4 0 4 0 18 691 M84 1 max 0 18 3.085 5 0 25 0 25 0 25 0 25 692 min -988.61 9 0 18 0 4 0 4 0 4 0 4 693 2 max 0 18 1.542 5 0 25 0 25 0 25 0 18 694 min -989.549 9 0 18 0 4 0 4 0 4 -0.003 5 695 3 max 0 18 0 25 0 25 0 25 0 25 0 18 696 min -990.489 9 0 4 0 4 0 4 0 4 -0.004 5 697 4 max 0 18 0 18 0 25 0 25 0 25 0 18 698 min -991.428 9 -1.542 23 0 4 0 4 0 4 -0.003 5 699 5 max 0 18 0 18 0 25 0 25 0 25 0 25 700 min -992.368 9 -3.085 23 0 4 0 4 0 4 0 4 701 M85 1 max 0 18 3.085 23 0 25 0 25 0 25 0 25 702 min -988.587 9 0 18 0 4 0 4 0 4 0 4 703 2 max 0 18 1.542 23 0 25 0 25 0 25 0 18 704 min -989.527 9 0 18 0 4 0 4 0 4 -0.003 23 705 3 max 0 18 0 25 0 25 0 25 0 25 0 18 706 min -990.466 9 0 4 0 4 0 4 0 4 -0.004 23 707 4 max 0 18 0 18 0 25 0 25 0 25 0 18 708 min -991.406 9 -1.542 5 0 4 0 4 0 4 -0.003 23 709 5 max 0 18 0 18 0 25 0 25 0 25 0 25 710 min -992.345 9 -3.085 5 0 4 0 4 0 4 0 4 711 M86 1 max 0 18 3.085 23 0 25 0 25 0 25 0 25 712 min -988.504 9 0 18 0 4 0 4 0 4 0 4 713 2 max 0 18 1.542 23 0 25 0 25 0 25 0 18 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 47 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 714 min -989.444 9 0 18 0 4 0 4 0 4 -0.003 23 715 3 max 0 18 0 25 0 25 0 25 0 25 0 18 716 min -990.383 9 0 4 0 4 0 4 0 4 -0.004 23 717 4 max 0 18 0 18 0 25 0 25 0 25 0 18 718 min -991.323 9 -1.542 5 0 4 0 4 0 4 -0.003 23 719 5 max 0 18 0 18 0 25 0 25 0 25 0 25 720 min -992.262 9 -3.085 5 0 4 0 4 0 4 0 4 721 M87 1 max 0 18 3.085 23 0 25 0 25 0 25 0 25 722 min -988.503 9 0 18 0 4 0 4 0 4 0 4 723 2 max 0 18 1.542 23 0 25 0 25 0 25 0 18 724 min -989.443 9 0 18 0 4 0 4 0 4 -0.003 23 725 3 max 0 18 0 25 0 25 0 25 0 25 0 18 726 min -990.382 9 0 4 0 4 0 4 0 4 -0.004 23 727 4 max 0 18 0 18 0 25 0 25 0 25 0 18 728 min -991.322 9 -1.542 17 0 4 0 4 0 4 -0.003 23 729 5 max 0 18 0 18 0 25 0 25 0 25 0 25 730 min -992.262 9 -3.085 17 0 4 0 4 0 4 0 4 731 M88 1 max 1041.389 9 681.919 9 0 25 0 25 0 25 0.341 9 732 min 0 18 0 18 0 4 0 4 0 4 0 18 733 2 max 1041.389 9 681.919 9 0 25 0 25 0 25 0.256 9 734 min 0 18 0 18 0 4 0 4 0 4 0 18 735 3 max 1041.389 9 681.919 9 0 25 0 25 0 25 0.17 9 736 min 0 18 0 18 0 4 0 4 0 4 0 18 737 4 max 1041.389 9 681.919 9 0 25 0 25 0 25 0.085 9 738 min 0 18 0 18 0 4 0 4 0 4 0 18 739 5 max 1041.389 9 681.919 9 0 25 0 25 0 25 0 13 740 min 0 18 0 18 0 4 0 4 0 4 0 8 741 M89 1 max 0 18 570.887 9 0 25 0 25 0 25 0.285 9 742 min -1041.386 9 0 18 0 4 0 4 0 4 0 18 743 2 max 0 18 570.887 9 0 25 0 25 0 25 0.214 9 744 min -1041.386 9 0 18 0 4 0 4 0 4 0 18 745 3 max 0 18 570.887 9 0 25 0 25 0 25 0.143 9 746 min -1041.386 9 0 18 0 4 0 4 0 4 0 18 747 4 max 0 18 570.887 9 0 25 0 25 0 25 0.071 9 748 min -1041.386 9 0 18 0 4 0 4 0 4 0 18 749 5 max 0 18 570.887 9 0 25 0 25 0 25 0 5 750 min -1041.386 9 0 18 0 4 0 4 0 4 0 23 751 M90 1 max 1041.384 9 681.919 9 0 25 0 25 0 25 0.341 9 752 min 0 18 0 18 0 4 0 4 0 4 0 18 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 48 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 753 2 max 1041.384 9 681.919 9 0 25 0 25 0 25 0.256 9 754 min 0 18 0 18 0 4 0 4 0 4 0 18 755 3 max 1041.384 9 681.919 9 0 25 0 25 0 25 0.17 9 756 min 0 18 0 18 0 4 0 4 0 4 0 18 757 4 max 1041.384 9 681.919 9 0 25 0 25 0 25 0.085 9 758 min 0 18 0 18 0 4 0 4 0 4 0 18 759 5 max 1041.384 9 681.919 9 0 25 0 25 0 25 0 13 760 min 0 18 0 18 0 4 0 4 0 4 0 4 Envelope Maximum Member Section Forces Member Axial[lb] Loc[ft] LC y Shear[lb]Loc[ft] LC z Shear[lb]Loc[ft] LC Torque[k-ft]Loc[ft] LC y-y Moment[k-ft]Loc[ft] LC z-z Moment[k-ft]Loc[ft] LC 1 M3 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 2 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 3 M4 max 895.71 0.77 9 403.572 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.907 2.565 9 4 min 0 0 18 -622.435 0 9 0 0 4 0 0 4 0 0 4 0 0 4 5 M5 max 0 13.583 25 140.512 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 0.477 6.792 25 6 min 0 0 4 -140.512 0 4 0 0 4 0 0 4 0 0 4 0 0 4 7 M6 max 895.7 4.104 9 622.433 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.907 1.539 9 8 min 0 0 18 -403.574 0 9 0 0 4 0 0 4 0 0 4 0 0 18 9 M7 max 0 4.806 18 3.085 0 11 0 4.806 25 0 4.806 25 0 4.806 25 0 4.806 25 10 min -1054.803 4.806 9 -3.085 4.806 23 0 0 4 0 0 4 0 0 4 -0.004 2.403 7 11 M8 max 0 4.806 18 3.085 0 11 0 4.806 25 0 4.806 25 0 4.806 25 0 4.806 25 12 min -1054.791 4.806 9 -3.085 4.806 23 0 0 4 0 0 4 0 0 4 -0.004 2.403 7 13 M9 max 0 0.667 18 0 0.667 25 899.234 0.667 9 0 0.667 25 0 0.667 25 0 0.667 25 14 min -549.923 0 9 0 0 4 0 0 18 0 0 4 -0.6 0 9 0 0 4 15 M10 max 0 0.667 18 0 0.667 25 899.224 0.667 9 0 0.667 25 0 0.667 10 0 0.667 25 16 min -549.923 0 9 0 0 4 0 0 18 0 0 4 -0.6 0 9 0 0 4 17 M11 max 0 4.805 18 3.085 0 25 0 4.805 25 0 4.805 25 0 4.805 25 0 4.805 25 18 min -1054.892 4.805 9 -3.085 4.805 7 0 0 4 0 0 4 0 0 4 -0.004 2.403 25 19 M13 max 895.069 3.292 9 622.351 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.907 1.539 9 20 min 0 0 18 -403.611 0 9 0 0 4 0 0 4 0 0 4 0 0 18 21 M15 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 22 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 23 M16 max 894.715 0.769 9 403.613 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.907 2.565 9 24 min 0 0 18 -622.35 0 9 0 0 4 0 0 4 0 0 4 0 0 4 25 M17 max 0 4.805 18 3.085 0 25 0 4.805 25 0 4.805 25 0 4.805 25 0 4.805 25 26 min -1054.914 4.805 9 -3.085 4.805 7 0 0 4 0 0 4 0 0 4 -0.004 2.403 25 27 M18 max 0 13.583 25 140.512 13.583 9 0 13.583 25 0 13.583 25 0 13.583 25 0.477 6.792 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 49 Envelope Maximum Member Section Forces (Continued) Member Axial[lb] Loc[ft] LC y Shear[lb]Loc[ft] LC z Shear[lb]Loc[ft] LC Torque[k-ft]Loc[ft] LC y-y Moment[k-ft]Loc[ft] LC z-z Moment[k-ft]Loc[ft] LC 28 min 0 0 4 -140.512 0 4 0 0 4 0 0 4 0 0 4 0 0 4 29 M19 max 0 0.667 18 0 0.667 25 899.35 0.667 9 0 0.667 25 0 0.667 11 0 0.667 25 30 min -551.731 0 9 0 0 4 0 0 18 0 0 4 -0.6 0 9 0 0 4 31 M20 max 0 0.667 18 0 0.667 25 899.362 0.667 9 0 0.667 25 0 0.667 5 0 0.667 25 32 min -551.186 0 9 0 0 4 0 0 18 0 0 4 -0.6 0 9 0 0 4 33 M23 max 1346.688 0 9 113.964 9.063 9 0 10 25 0 10 25 0 10 25 0.031 2.188 13 34 min 0 0 18 -807.953 9.167 23 0 0 4 0 0 4 0 0 4 -0.673 9.167 23 35 M24 max 651.86 0 9 237.427 11.583 9 0 11.583 25 0 11.583 25 0 11.583 25 1.771 2.413 9 36 min 0 0 18 -775.639 0 9 0 0 4 0 0 4 0 0 4 -0.114 7.36 12 37 M25 max 1342.017 0 9 113.992 9.063 9 0 10 25 0 10 25 0 10 25 0.031 2.188 13 38 min 0 0 18 -808.192 9.167 23 0 0 4 0 0 4 0 0 4 -0.673 9.167 23 39 M26 max 646.643 0 9 244.187 11 9 0 11 25 0 11 25 0 11 25 1.742 2.406 9 40 min 0 0 18 -763.012 0 9 0 0 4 0 0 4 0 0 4 -0.095 7.219 12 41 M21 max 1334.043 0 9 173.236 12.969 9 0 15 25 0 15 25 0 15 25 0.057 2.969 13 42 min 0 0 18 -769.32 13.125 23 0 0 4 0 0 4 0 0 4 -1.535 12.969 23 43 M22 max 597.25 0 9 442.377 2.5 9 0 5 25 0 5 25 0 5 25 0.541 1.146 9 44 min 0 0 18 -477.75 0 9 0 0 4 0 0 4 0 0 4 -0.04 2.5 13 45 M27 max 1334.035 0 9 173.235 12.969 9 0 15 25 0 15 25 0 15 25 0.057 2.969 13 46 min 0 0 18 -769.309 13.125 23 0 0 4 0 0 4 0 0 4 -1.535 12.969 23 47 M28 max 597.243 0 9 442.372 2.5 9 0 5 25 0 5 25 0 5 25 0.541 1.146 9 48 min 0 0 18 -477.744 0 9 0 0 4 0 0 4 0 0 4 -0.04 2.5 13 49 M54 max 0 13.583 25 140.512 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 0.477 6.792 25 50 min 0 0 4 -140.512 0 4 0 0 4 0 0 4 0 0 4 0 0 4 51 M55 max 1102.504 4.604 9 703.334 4.604 9 0 4.604 25 0 4.604 25 0 4.604 25 1.128 1.727 9 52 min 0 0 18 -455.174 0 9 0 0 4 0 0 4 0 0 4 0 0 18 53 M56 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 54 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 55 M57 max 1102.506 4.604 9 455.174 4.604 9 0 4.604 25 0 4.604 25 0 4.604 25 1.128 2.878 9 56 min 0 0 18 -703.334 0 9 0 0 4 0 0 4 0 0 4 0 0 4 57 M58 max 0 0.667 18 0 0.667 25 1105.063 0.667 9 0 0.667 25 0 0.667 8 0 0.667 25 58 min -600.815 0 23 0 0 4 0 0 18 0 0 4 -0.737 0 9 0 0 4 59 M59 max 0 0.667 18 0 0.667 25 1105.061 0.667 9 0 0.667 25 0 0.667 4 0 0.667 25 60 min -600.8 0 23 0 0 4 0 0 18 0 0 4 -0.737 0 9 0 0 4 61 M60 max 0 5.239 18 3.461 0 8 0 5.239 25 0 5.239 25 0 5.239 25 0 5.239 25 62 min -1259.212 5.239 9 -3.461 5.239 6 0 0 4 0 0 4 0 0 4 -0.005 2.62 8 63 M61 max 0 5.239 18 3.461 0 8 0 5.239 25 0 5.239 25 0 5.239 25 0 5.239 25 64 min -1259.209 5.239 9 -3.461 5.239 4 0 0 4 0 0 4 0 0 4 -0.005 2.62 8 65 M74 max 9372.931 0 23 0 15 25 1092.323 13.594 8 0 15 25 1.345 5.938 13 0 15 25 66 min 0 0 18 0 0 4 -790.899 15 5 0 0 4 -4.14 10.469 8 0 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 50 Envelope Maximum Member Section Forces (Continued) Member Axial[lb] Loc[ft] LC y Shear[lb]Loc[ft] LC z Shear[lb]Loc[ft] LC Torque[k-ft]Loc[ft] LC y-y Moment[k-ft]Loc[ft] LC z-z Moment[k-ft]Loc[ft] LC 67 M75 max 9372.926 0 23 0 15 25 1092.318 13.594 8 0 15 25 1.345 5.938 13 0 15 25 68 min 0 0 18 0 0 4 -790.9 15 5 0 0 4 -4.139 10.469 8 0 0 4 69 M72 max 0 0.5 18 604.254 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.302 0 9 70 min -1102.505 0 9 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 8 71 M73 max 1102.497 0.5 9 700.956 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.35 0 9 72 min 0 0 18 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 4 73 M76 max 0 0.5 18 604.255 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.302 0 9 74 min -1102.507 0 9 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 8 75 M77 max 1102.505 0.5 9 700.957 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.35 0 9 76 min 0 0 18 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 8 77 M39 max 842.51 4.104 9 402.732 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.876 2.565 9 78 min 0 0 18 -604.113 0 9 0 0 4 0 0 4 0 0 4 0 0 4 79 M40 max 0 13.583 25 108.85 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 0.37 6.792 25 80 min 0 0 4 -108.85 0 4 0 0 4 0 0 4 0 0 4 0 0 4 81 M41 max 844.658 4.104 9 604.194 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.876 1.539 9 82 min 0 0 18 -402.694 0 9 0 0 4 0 0 4 0 0 4 0 0 18 83 M42 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 84 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 85 M43 max 844.658 0.77 9 402.694 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.876 2.565 9 86 min 0 0 18 -604.195 0 9 0 0 4 0 0 4 0 0 4 0 0 4 87 M44 max 0 0.667 18 0 0.667 25 845.789 0.667 9 0 0.667 25 0 0.667 25 0 0.667 25 88 min -513.512 0 9 0 0 4 0 0 18 0 0 4 -0.564 0 9 0 0 4 89 M45 max 0 0.667 18 0 0.667 25 845.789 0.667 9 0 0.667 25 0 0.667 4 0 0.667 25 90 min -513.51 0 9 0 0 4 0 0 18 0 0 4 -0.564 0 9 0 0 4 91 M46 max 0 13.583 25 108.85 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 0.37 6.792 25 92 min 0 0 4 -108.85 0 4 0 0 4 0 0 4 0 0 4 0 0 4 93 M47 max 0 0.667 18 0 0.667 25 845.896 0.667 9 0 0.667 25 0 0.667 9 0 0.667 25 94 min -517.2 0 9 0 0 4 0 0 18 0 0 4 -0.564 0 9 0 0 4 95 M48 max 0 0.5 18 570.888 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.285 0 9 96 min -1041.388 0 9 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 23 97 M49 max 1387.558 0 9 0 15 25 905.331 13.594 8 0 15 25 1.365 5.938 13 0 15 25 98 min 0 0 18 0 0 4 -757.858 15 5 0 0 4 -3.32 10.469 8 0 0 4 99 M50 max 1283.247 0 9 114.689 12.969 5 0 15 25 0 15 25 0 15 25 1.09 15 23 100 min 0 0 18 -792.295 13.125 23 0 0 4 0 0 4 0 0 4 -0.574 12.969 9 101 M51 max 617.332 0 9 172.319 11.583 9 0 11.583 25 0 11.583 25 0 11.583 25 1.183 2.413 9 102 min 0 0 18 -783.681 0 9 0 0 4 0 0 4 0 0 4 -0.613 0 9 103 M52 max 1283.248 0 9 114.689 12.969 5 0 15 25 0 15 25 0 15 25 1.09 15 23 104 min 0 0 18 -792.296 13.125 23 0 0 4 0 0 4 0 0 4 -0.574 12.969 9 105 M53 max 1295.898 0 9 170.251 9.063 9 0 10 25 0 10 25 0 10 25 0.148 10 12 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 51 Envelope Maximum Member Section Forces (Continued) Member Axial[lb] Loc[ft] LC y Shear[lb]Loc[ft] LC z Shear[lb]Loc[ft] LC Torque[k-ft]Loc[ft] LC y-y Moment[k-ft]Loc[ft] LC z-z Moment[k-ft]Loc[ft] LC 106 min 0 0 18 -714.789 9.167 23 0 0 4 0 0 4 0 0 4 -1.173 9.167 9 107 M62 max 1291.232 0 9 165.328 9.063 9 0 10 25 0 10 25 0 10 25 0.139 10 12 108 min 0 0 18 -718.744 9.167 23 0 0 4 0 0 4 0 0 4 -1.128 9.167 9 109 M63 max 612.383 0 9 180.259 11 9 0 11 25 0 11 25 0 11 25 1.2 2.406 9 110 min 0 0 18 -770.165 0 9 0 0 4 0 0 4 0 0 4 -0.564 0 9 111 M64 max 560.84 0 9 822.843 2.5 23 0 5 25 0 5 25 0 5 25 1.097 1.146 23 112 min 0 0 18 -124.731 0 5 0 0 4 0 0 4 0 0 4 -0.039 2.5 13 113 M65 max 1041.386 4.604 9 683.639 4.604 9 0 4.604 25 0 4.604 25 0 4.604 25 1.091 1.727 9 114 min 0 0 18 -453.43 0 9 0 0 4 0 0 4 0 0 4 0 0 18 115 M66 max 560.84 0 9 822.842 2.5 23 0 5 25 0 5 25 0 5 25 1.097 1.146 23 116 min 0 0 18 -124.731 0 5 0 0 4 0 0 4 0 0 4 -0.039 2.5 13 117 M67 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 118 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 119 M68 max 0 5.239 18 3.461 0 8 0 5.239 25 0 5.239 25 0 5.239 25 0 5.239 25 120 min -1188.793 5.239 9 -3.461 5.239 23 0 0 4 0 0 4 0 0 4 -0.005 2.62 8 121 M69 max 0 0.667 18 0 0.667 25 845.912 0.667 9 0 0.667 25 0 0.667 11 0 0.667 25 122 min -516.922 0 9 0 0 4 0 0 18 0 0 4 -0.564 0 9 0 0 4 123 M70 max 842.701 3.292 9 604.115 4.104 9 0 4.104 25 0 4.104 25 0 4.104 25 0.876 1.539 9 124 min 0 0 18 -402.729 0 9 0 0 4 0 0 4 0 0 4 0 0 18 125 M71 max 0 13.583 25 127.108 0 25 0 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 126 min 0 0 4 -127.108 13.583 4 0 0 4 0 0 4 0 0 4 -0.432 6.792 4 127 M78 max 1387.557 0 9 0 15 25 905.325 13.594 8 0 15 25 1.365 5.938 13 0 15 25 128 min 0 0 18 0 0 4 -757.859 15 5 0 0 4 -3.32 10.469 8 0 0 4 129 M79 max 0 0.667 18 0 0.667 25 1043.047 0.667 9 0 0.667 25 0 0.667 4 0 0.667 25 130 min -565.521 0 9 0 0 4 0 0 18 0 0 4 -0.696 0 9 0 0 4 131 M80 max 0 13.583 25 108.85 13.583 25 0 13.583 25 0 13.583 25 0 13.583 25 0.37 6.792 25 132 min 0 0 4 -108.85 0 4 0 0 4 0 0 4 0 0 4 0 0 4 133 M81 max 0 5.239 18 3.461 0 5 0 5.239 25 0 5.239 25 0 5.239 25 0 5.239 25 134 min -1188.791 5.239 9 -3.461 5.239 8 0 0 4 0 0 4 0 0 4 -0.005 2.62 5 135 M82 max 0 0.667 18 0 0.667 25 1043.049 0.667 9 0 0.667 25 0 0.667 23 0 0.667 25 136 min -565.525 0 9 0 0 4 0 0 18 0 0 4 -0.696 0 9 0 0 4 137 M83 max 1041.388 4.604 9 453.43 4.604 9 0 4.604 25 0 4.604 25 0 4.604 25 1.091 2.878 9 138 min 0 0 18 -683.639 0 9 0 0 4 0 0 4 0 0 4 0 0 4 139 M84 max 0 4.805 18 3.085 0 5 0 4.805 25 0 4.805 25 0 4.805 25 0 4.805 25 140 min -992.368 4.805 9 -3.085 4.805 23 0 0 4 0 0 4 0 0 4 -0.004 2.403 5 141 M85 max 0 4.805 18 3.085 0 23 0 4.805 25 0 4.805 25 0 4.805 25 0 4.805 25 142 min -992.345 4.805 9 -3.085 4.805 5 0 0 4 0 0 4 0 0 4 -0.004 2.403 23 143 M86 max 0 4.806 18 3.085 0 23 0 4.806 25 0 4.806 25 0 4.806 25 0 4.806 25 144 min -992.262 4.806 9 -3.085 4.806 5 0 0 4 0 0 4 0 0 4 -0.004 2.403 23 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 52 Envelope Maximum Member Section Forces (Continued) Member Axial[lb] Loc[ft] LC y Shear[lb]Loc[ft] LC z Shear[lb]Loc[ft] LC Torque[k-ft]Loc[ft] LC y-y Moment[k-ft]Loc[ft] LC z-z Moment[k-ft]Loc[ft] LC 145 M87 max 0 4.806 18 3.085 0 23 0 4.806 25 0 4.806 25 0 4.806 25 0 4.806 25 146 min -992.262 4.806 9 -3.085 4.806 17 0 0 4 0 0 4 0 0 4 -0.004 2.403 23 147 M88 max 1041.389 0.5 9 681.919 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.341 0 9 148 min 0 0 18 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 8 149 M89 max 0 0.5 18 570.887 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.285 0 9 150 min -1041.386 0 9 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 23 151 M90 max 1041.384 0.5 9 681.919 0.5 9 0 0.5 25 0 0.5 25 0 0.5 25 0.341 0 9 152 min 0 0 18 0 0 18 0 0 4 0 0 4 0 0 4 0 0.5 4 Envelope Member End Reactions Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M3 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 2 min 0 4 0 18 0 4 0 4 0 4 0 4 3 J max 0 25 0 18 0 25 0 25 0 25 0 25 4 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 5 M4 I max 895.71 9 0 18 0 25 0 25 0 25 0 25 6 min 0 18 -622.435 9 0 4 0 4 0 4 0 4 7 J max 895.71 9 403.572 9 0 25 0 25 0 25 0.6 9 8 min 0 18 -25.006 12 0 4 0 4 0 4 0 18 9 M5 I max 0 25 0 18 0 25 0 25 0 25 0 25 10 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 11 J max 0 25 140.512 25 0 25 0 25 0 25 0 25 12 min 0 4 0 18 0 4 0 4 0 4 0 4 13 M6 I max 895.7 9 25.005 12 0 25 0 25 0 25 0.6 9 14 min 0 18 -403.574 9 0 4 0 4 0 4 0 18 15 J max 895.7 9 622.433 9 0 25 0 25 0 25 0 25 16 min 0 18 0 18 0 4 0 4 0 4 0 4 17 M7 I max 0 18 3.085 11 0 25 0 25 0 25 0 25 18 min -1051.045 9 0 18 0 4 0 4 0 4 0 4 19 J max 0 18 0 18 0 25 0 25 0 25 0 25 20 min -1054.803 9 -3.085 23 0 4 0 4 0 4 0 4 21 M8 I max 0 18 3.085 11 0 25 0 25 0 25 0 25 22 min -1051.033 9 0 18 0 4 0 4 0 4 0 4 23 J max 0 18 0 18 0 25 0 25 0 25 0 25 24 min -1054.791 9 -3.085 23 0 4 0 4 0 4 0 4 25 M9 I max 0 18 0 25 899.234 9 0 25 0 18 0 25 26 min -549.923 9 0 4 0 18 0 4 -0.6 9 0 4 27 J max 0 18 0 25 899.234 9 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 53 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 28 min -549.923 9 0 4 0 18 0 4 0 23 0 4 29 M10 I max 0 18 0 25 899.224 9 0 25 0 18 0 25 30 min -549.923 9 0 4 0 18 0 4 -0.6 9 0 4 31 J max 0 18 0 25 899.224 9 0 25 0 10 0 25 32 min -549.923 9 0 4 0 18 0 4 0 25 0 4 33 M11 I max 0 18 3.085 25 0 25 0 25 0 25 0 25 34 min -1051.134 9 0 18 0 4 0 4 0 4 0 4 35 J max 0 18 0 18 0 25 0 25 0 25 0 25 36 min -1054.892 9 -3.085 7 0 4 0 4 0 4 0 4 37 M13 I max 895.069 9 24.999 12 0 25 0 25 0 25 0.6 9 38 min 0 18 -403.611 9 0 4 0 4 0 4 0 18 39 J max 895.069 9 622.351 9 0 25 0 25 0 25 0 25 40 min 0 18 0 18 0 4 0 4 0 4 0 4 41 M15 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 42 min 0 4 0 18 0 4 0 4 0 4 0 4 43 J max 0 25 0 18 0 25 0 25 0 25 0 25 44 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 45 M16 I max 894.715 9 0 18 0 25 0 25 0 25 0 25 46 min 0 18 -622.35 9 0 4 0 4 0 4 0 4 47 J max 894.715 9 403.613 9 0 25 0 25 0 25 0.6 9 48 min 0 18 -24.999 12 0 4 0 4 0 4 0 18 49 M17 I max 0 18 3.085 25 0 25 0 25 0 25 0 25 50 min -1051.156 9 0 18 0 4 0 4 0 4 0 4 51 J max 0 18 0 18 0 25 0 25 0 25 0 25 52 min -1054.914 9 -3.085 7 0 4 0 4 0 4 0 4 53 M18 I max 0 25 0 18 0 25 0 25 0 25 0 25 54 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 55 J max 0 25 140.512 9 0 25 0 25 0 25 0 25 56 min 0 4 0 18 0 4 0 4 0 4 0 4 57 M19 I max 0 18 0 25 899.35 9 0 25 0 18 0 25 58 min -551.731 9 0 4 0 18 0 4 -0.6 9 0 4 59 J max 0 18 0 25 899.35 9 0 25 0 11 0 25 60 min -551.731 9 0 4 0 18 0 4 0 25 0 4 61 M20 I max 0 18 0 25 899.362 9 0 25 0 18 0 25 62 min -551.186 9 0 4 0 18 0 4 -0.6 9 0 4 63 J max 0 18 0 25 899.362 9 0 25 0 5 0 25 64 min -551.186 9 0 4 0 18 0 4 0 23 0 4 65 M23 I max 1346.688 9 102.288 8 0 25 0 25 0 25 0 25 66 min 0 18 -28.129 13 0 4 0 4 0 4 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 54 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 67 J max 651.86 9 0 18 0 25 0 25 0 25 0 25 68 min 0 18 -807.953 23 0 4 0 4 0 4 0 4 69 M24 I max 651.86 9 0 18 0 25 0 25 0 25 0 25 70 min 0 18 -775.639 9 0 4 0 4 0 4 0 4 71 J max 0 25 237.427 9 0 25 0 25 0 25 0 25 72 min 0 4 -54.219 12 0 4 0 4 0 4 0 4 73 M25 I max 1342.017 9 102.295 8 0 25 0 25 0 25 0 25 74 min 0 18 -28.12 13 0 4 0 4 0 4 0 4 75 J max 646.643 9 0 18 0 25 0 25 0 25 0 25 76 min 0 18 -808.192 23 0 4 0 4 0 4 0 4 77 M26 I max 646.643 9 0 18 0 25 0 25 0 25 0 25 78 min 0 18 -763.012 9 0 4 0 4 0 4 0 4 79 J max 0 25 244.187 9 0 25 0 25 0 25 0 25 80 min 0 4 -49.386 12 0 4 0 4 0 4 0 4 81 M21 I max 1334.043 9 159.316 8 0 25 0 25 0 25 0 25 82 min 0 18 -38.386 13 0 4 0 4 0 4 0 4 83 J max 597.25 9 0 18 0 25 0 25 0 25 0 25 84 min 0 18 -769.32 23 0 4 0 4 0 4 0 4 85 M22 I max 597.25 9 0 18 0 25 0 25 0 25 0 25 86 min 0 18 -477.75 9 0 4 0 4 0 4 0 4 87 J max 0 25 0.006 23 0 25 0 25 0 25 0 25 88 min 0 4 0 18 0 4 0 4 0 4 0 4 89 M27 I max 1334.035 9 159.315 8 0 25 0 25 0 25 0 25 90 min 0 18 -38.387 13 0 4 0 4 0 4 0 4 91 J max 597.243 9 0 18 0 25 0 25 0 25 0 25 92 min 0 18 -769.309 23 0 4 0 4 0 4 0 4 93 M28 I max 597.243 9 0 18 0 25 0 25 0 25 0 25 94 min 0 18 -477.744 9 0 4 0 4 0 4 0 4 95 J max 0 25 0.006 23 0 25 0 25 0 25 0 25 96 min 0 4 0 18 0 4 0 4 0 4 0 4 97 M54 I max 0 25 0 18 0 25 0 25 0 25 0 25 98 min 0 4 -140.512 4 0 4 0 4 0 4 0 4 99 J max 0 25 140.512 25 0 25 0 25 0 25 0 25 100 min 0 4 0 18 0 4 0 4 0 4 0 4 101 M55 I max 1102.504 9 28.816 12 0 25 0 25 0 25 0.737 9 102 min 0 18 -455.174 9 0 4 0 4 0 4 0 18 103 J max 1102.504 9 703.334 9 0 25 0 25 0 25 0 25 104 min 0 18 0 18 0 4 0 4 0 4 0 4 105 M56 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 55 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 106 min 0 4 0 18 0 4 0 4 0 4 0 4 107 J max 0 25 0 18 0 25 0 25 0 25 0 25 108 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 109 M57 I max 1102.506 9 0 18 0 25 0 25 0 25 0 25 110 min 0 18 -703.334 9 0 4 0 4 0 4 0 4 111 J max 1102.506 9 455.174 9 0 25 0 25 0 25 0.737 9 112 min 0 18 -28.817 12 0 4 0 4 0 4 0 18 113 M58 I max 0 18 0 25 1105.063 9 0 25 0 18 0 25 114 min -600.815 23 0 4 0 18 0 4 -0.737 9 0 4 115 J max 0 18 0 25 1105.063 9 0 25 0 8 0 25 116 min -600.815 23 0 4 0 18 0 4 0 4 0 4 117 M59 I max 0 18 0 25 1105.061 9 0 25 0 18 0 25 118 min -600.8 23 0 4 0 18 0 4 -0.737 9 0 4 119 J max 0 18 0 25 1105.061 9 0 25 0 4 0 25 120 min -600.8 23 0 4 0 18 0 4 0 12 0 4 121 M60 I max 0 18 3.461 8 0 25 0 25 0 25 0 25 122 min -1255.453 9 0 18 0 4 0 4 0 4 0 4 123 J max 0 18 0 18 0 25 0 25 0 25 0 25 124 min -1259.212 9 -3.461 6 0 4 0 4 0 4 0 4 125 M61 I max 0 18 3.461 8 0 25 0 25 0 25 0 25 126 min -1255.451 9 0 18 0 4 0 4 0 4 0 4 127 J max 0 18 0 18 0 25 0 25 0 25 0 25 128 min -1259.209 9 -3.461 4 0 4 0 4 0 4 0 4 129 M74 I max 9372.931 23 0 25 458.042 13 0 25 0 25 0 25 130 min 0 18 0 4 -701.634 8 0 4 0 4 0 4 131 J max 7957 23 0 25 589.639 12 0 25 0 25 0 25 132 min 0 18 0 4 -790.899 5 0 4 0 4 0 4 133 M75 I max 9372.926 23 0 25 458.042 13 0 25 0 25 0 25 134 min 0 18 0 4 -701.632 8 0 4 0 4 0 4 135 J max 7957 23 0 25 589.641 12 0 25 0 25 0 25 136 min 0 18 0 4 -790.9 5 0 4 0 4 0 4 137 M72 I max 0 18 604.254 9 0 25 0 25 0 25 0.302 9 138 min -1102.505 9 0 18 0 4 0 4 0 4 0 18 139 J max 0 18 604.254 9 0 25 0 25 0 25 0 13 140 min -1102.505 9 0 18 0 4 0 4 0 4 0 8 141 M73 I max 1102.497 9 700.956 9 0 25 0 25 0 25 0.35 9 142 min 0 18 0 18 0 4 0 4 0 4 0 18 143 J max 1102.497 9 700.956 9 0 25 0 25 0 25 0 13 144 min 0 18 0 18 0 4 0 4 0 4 0 4 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 56 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 145 M76 I max 0 18 604.255 9 0 25 0 25 0 25 0.302 9 146 min -1102.507 9 0 18 0 4 0 4 0 4 0 18 147 J max 0 18 604.255 9 0 25 0 25 0 25 0 13 148 min -1102.507 9 0 18 0 4 0 4 0 4 0 8 149 M77 I max 1102.505 9 700.957 9 0 25 0 25 0 25 0.35 9 150 min 0 18 0 18 0 4 0 4 0 4 0 18 151 J max 1102.505 9 700.957 9 0 25 0 25 0 25 0 13 152 min 0 18 0 18 0 4 0 4 0 4 0 8 153 M39 I max 842.51 9 0 18 0 25 0 25 0 25 0 25 154 min 0 18 -604.113 9 0 4 0 4 0 4 0 4 155 J max 842.51 9 402.732 9 0 25 0 25 0 25 0.564 9 156 min 0 18 -25.53 12 0 4 0 4 0 4 0 18 157 M40 I max 0 25 0 18 0 25 0 25 0 25 0 25 158 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 159 J max 0 25 108.85 25 0 25 0 25 0 25 0 25 160 min 0 4 0 18 0 4 0 4 0 4 0 4 161 M41 I max 844.658 9 25.536 12 0 25 0 25 0 25 0.564 9 162 min 0 18 -402.694 9 0 4 0 4 0 4 0 18 163 J max 844.658 9 604.194 9 0 25 0 25 0 25 0 25 164 min 0 18 0 18 0 4 0 4 0 4 0 4 165 M42 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 166 min 0 4 0 18 0 4 0 4 0 4 0 4 167 J max 0 25 0 18 0 25 0 25 0 25 0 25 168 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 169 M43 I max 844.658 9 0 18 0 25 0 25 0 25 0 25 170 min 0 18 -604.195 9 0 4 0 4 0 4 0 4 171 J max 844.658 9 402.694 9 0 25 0 25 0 25 0.564 9 172 min 0 18 -25.536 12 0 4 0 4 0 4 0 18 173 M44 I max 0 18 0 25 845.789 9 0 25 0 18 0 25 174 min -513.512 9 0 4 0 18 0 4 -0.564 9 0 4 175 J max 0 18 0 25 845.789 9 0 25 0 25 0 25 176 min -513.512 9 0 4 0 18 0 4 0 23 0 4 177 M45 I max 0 18 0 25 845.789 9 0 25 0 18 0 25 178 min -513.51 9 0 4 0 18 0 4 -0.564 9 0 4 179 J max 0 18 0 25 845.789 9 0 25 0 4 0 25 180 min -513.51 9 0 4 0 18 0 4 0 23 0 4 181 M46 I max 0 25 0 18 0 25 0 25 0 25 0 25 182 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 183 J max 0 25 108.85 25 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 57 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 184 min 0 4 0 18 0 4 0 4 0 4 0 4 185 M47 I max 0 18 0 25 845.896 9 0 25 0 18 0 25 186 min -517.2 9 0 4 0 18 0 4 -0.564 9 0 4 187 J max 0 18 0 25 845.896 9 0 25 0 9 0 25 188 min -517.2 9 0 4 0 18 0 4 0 25 0 4 189 M48 I max 0 18 570.888 9 0 25 0 25 0 25 0.285 9 190 min -1041.388 9 0 18 0 4 0 4 0 4 0 18 191 J max 0 18 570.888 9 0 25 0 25 0 25 0 5 192 min -1041.388 9 0 18 0 4 0 4 0 4 0 23 193 M49 I max 1387.558 9 0 25 461.473 13 0 25 0 25 0 25 194 min 0 18 0 4 -651.216 4 0 4 0 4 0 4 195 J max 0 25 0 25 567.681 12 0 25 0 25 0 25 196 min 0 4 0 4 -757.858 5 0 4 0 4 0 4 197 M50 I max 1283.247 9 84.796 4 0 25 0 25 0 25 0 25 198 min 0 18 -55.937 13 0 4 0 4 0 4 0 4 199 J max 560.84 9 0 18 0 25 0 25 0 25 1.09 23 200 min 0 18 -792.295 23 0 4 0 4 0 4 0 18 201 M51 I max 617.332 9 30.721 12 0 25 0 25 0 25 0.148 12 202 min 0 18 -783.681 9 0 4 0 4 0 4 -0.613 9 203 J max 0 25 172.319 9 0 25 0 25 0 25 0 25 204 min 0 4 -46.359 12 0 4 0 4 0 4 0 4 205 M52 I max 1283.248 9 84.796 4 0 25 0 25 0 25 0 25 206 min 0 18 -55.937 13 0 4 0 4 0 4 0 4 207 J max 560.84 9 0 18 0 25 0 25 0 25 1.09 23 208 min 0 18 -792.296 23 0 4 0 4 0 4 0 18 209 M53 I max 1295.898 9 116.204 8 0 25 0 25 0 25 0 25 210 min 0 18 0 18 0 4 0 4 0 4 0 4 211 J max 617.332 9 0 18 0 25 0 25 0 25 0.148 12 212 min 0 18 -714.789 23 0 4 0 4 0 4 -0.613 9 213 M62 I max 1291.232 9 114.22 8 0 25 0 25 0 25 0 25 214 min 0 18 0 18 0 4 0 4 0 4 0 4 215 J max 612.383 9 0 18 0 25 0 25 0 25 0.139 12 216 min 0 18 -718.744 23 0 4 0 4 0 4 -0.564 9 217 M63 I max 612.383 9 27.703 12 0 25 0 25 0 25 0.139 12 218 min 0 18 -770.165 9 0 4 0 4 0 4 -0.564 9 219 J max 0 25 180.259 9 0 25 0 25 0 25 0 25 220 min 0 4 -42.023 12 0 4 0 4 0 4 0 4 221 M64 I max 560.84 9 119.973 12 0 25 0 25 0 25 1.09 23 222 min 0 18 -124.731 5 0 4 0 4 0 4 0 18 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 58 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 223 J max 0 25 0.013 23 0 25 0 25 0 25 0 25 224 min 0 4 0 18 0 4 0 4 0 4 0 4 225 M65 I max 1041.386 9 29.891 12 0 25 0 25 0 25 0.696 9 226 min 0 18 -453.43 9 0 4 0 4 0 4 0 18 227 J max 1041.386 9 683.639 9 0 25 0 25 0 25 0 25 228 min 0 18 0 18 0 4 0 4 0 4 0 4 229 M66 I max 560.84 9 119.973 12 0 25 0 25 0 25 1.09 23 230 min 0 18 -124.731 5 0 4 0 4 0 4 0 18 231 J max 0 25 0.013 23 0 25 0 25 0 25 0 25 232 min 0 4 0 18 0 4 0 4 0 4 0 4 233 M67 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 234 min 0 4 0 18 0 4 0 4 0 4 0 4 235 J max 0 25 0 18 0 25 0 25 0 25 0 25 236 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 237 M68 I max 0 18 3.461 8 0 25 0 25 0 25 0 25 238 min -1185.034 9 0 18 0 4 0 4 0 4 0 4 239 J max 0 18 0 18 0 25 0 25 0 25 0 25 240 min -1188.793 9 -3.461 23 0 4 0 4 0 4 0 4 241 M69 I max 0 18 0 25 845.912 9 0 25 0 18 0 25 242 min -516.922 9 0 4 0 18 0 4 -0.564 9 0 4 243 J max 0 18 0 25 845.912 9 0 25 0 11 0 25 244 min -516.922 9 0 4 0 18 0 4 0 5 0 4 245 M70 I max 842.701 9 25.531 12 0 25 0 25 0 25 0.564 9 246 min 0 18 -402.729 9 0 4 0 4 0 4 0 18 247 J max 842.701 9 604.115 9 0 25 0 25 0 25 0 25 248 min 0 18 0 18 0 4 0 4 0 4 0 4 249 M71 I max 0 25 127.108 25 0 25 0 25 0 25 0 25 250 min 0 4 0 18 0 4 0 4 0 4 0 4 251 J max 0 25 0 18 0 25 0 25 0 25 0 25 252 min 0 4 -127.108 4 0 4 0 4 0 4 0 4 253 M78 I max 1387.557 9 0 25 461.473 13 0 25 0 25 0 25 254 min 0 18 0 4 -651.215 4 0 4 0 4 0 4 255 J max 0 25 0 25 567.685 12 0 25 0 25 0 25 256 min 0 4 0 4 -757.859 5 0 4 0 4 0 4 257 M79 I max 0 18 0 25 1043.047 9 0 25 0 18 0 25 258 min -565.521 9 0 4 0 18 0 4 -0.696 9 0 4 259 J max 0 18 0 25 1043.047 9 0 25 0 4 0 25 260 min -565.521 9 0 4 0 18 0 4 0 8 0 4 261 M80 I max 0 25 0 18 0 25 0 25 0 25 0 25 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 59 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 262 min 0 4 -108.85 4 0 4 0 4 0 4 0 4 263 J max 0 25 108.85 25 0 25 0 25 0 25 0 25 264 min 0 4 0 18 0 4 0 4 0 4 0 4 265 M81 I max 0 18 3.461 5 0 25 0 25 0 25 0 25 266 min -1185.032 9 0 18 0 4 0 4 0 4 0 4 267 J max 0 18 0 18 0 25 0 25 0 25 0 25 268 min -1188.791 9 -3.461 8 0 4 0 4 0 4 0 4 269 M82 I max 0 18 0 25 1043.049 9 0 25 0 18 0 25 270 min -565.525 9 0 4 0 18 0 4 -0.696 9 0 4 271 J max 0 18 0 25 1043.049 9 0 25 0 23 0 25 272 min -565.525 9 0 4 0 18 0 4 0 6 0 4 273 M83 I max 1041.388 9 0 18 0 25 0 25 0 25 0 25 274 min 0 18 -683.639 9 0 4 0 4 0 4 0 4 275 J max 1041.388 9 453.43 9 0 25 0 25 0 25 0.696 9 276 min 0 18 -29.892 12 0 4 0 4 0 4 0 18 277 M84 I max 0 18 3.085 5 0 25 0 25 0 25 0 25 278 min -988.61 9 0 18 0 4 0 4 0 4 0 4 279 J max 0 18 0 18 0 25 0 25 0 25 0 25 280 min -992.368 9 -3.085 23 0 4 0 4 0 4 0 4 281 M85 I max 0 18 3.085 23 0 25 0 25 0 25 0 25 282 min -988.587 9 0 18 0 4 0 4 0 4 0 4 283 J max 0 18 0 18 0 25 0 25 0 25 0 25 284 min -992.345 9 -3.085 5 0 4 0 4 0 4 0 4 285 M86 I max 0 18 3.085 23 0 25 0 25 0 25 0 25 286 min -988.504 9 0 18 0 4 0 4 0 4 0 4 287 J max 0 18 0 18 0 25 0 25 0 25 0 25 288 min -992.262 9 -3.085 5 0 4 0 4 0 4 0 4 289 M87 I max 0 18 3.085 23 0 25 0 25 0 25 0 25 290 min -988.503 9 0 18 0 4 0 4 0 4 0 4 291 J max 0 18 0 18 0 25 0 25 0 25 0 25 292 min -992.262 9 -3.085 17 0 4 0 4 0 4 0 4 293 M88 I max 1041.389 9 681.919 9 0 25 0 25 0 25 0.341 9 294 min 0 18 0 18 0 4 0 4 0 4 0 18 295 J max 1041.389 9 681.919 9 0 25 0 25 0 25 0 13 296 min 0 18 0 18 0 4 0 4 0 4 0 8 297 M89 I max 0 18 570.887 9 0 25 0 25 0 25 0.285 9 298 min -1041.386 9 0 18 0 4 0 4 0 4 0 18 299 J max 0 18 570.887 9 0 25 0 25 0 25 0 5 300 min -1041.386 9 0 18 0 4 0 4 0 4 0 23 Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ]Page 60 Envelope Member End Reactions (Continued) Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 301 M90 I max 1041.384 9 681.919 9 0 25 0 25 0 25 0.341 9 302 min 0 18 0 18 0 4 0 4 0 4 0 18 303 J max 1041.384 9 681.919 9 0 25 0 25 0 25 0 13 304 min 0 18 0 18 0 4 0 4 0 4 0 4 Envelope AISC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] Dir LC Pnc/om [lb] Pnt/om [lb] Mnyy/om [k-ft] Mnzz/om [k-ft] Cb Eqn 1 M3 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 2 M4 C12X20.7 0.017 2.565 9 0.01 0 y 9 137669.241 182035.928 6.873 63.872 1.119 H1-1b 3 M5 C12X20.7 0.018 6.792 25 0.002 13.583 y 25 21837.107 182035.928 6.873 26.684 1.136 H1-1b 4 M6 C12X20.7 0.017 1.539 9 0.01 4.104 y 9 137669.241 182035.928 6.873 63.872 1.119 H1-1b 5 M7 ROD 0.08 4.806 9 0.001 4.806 23 701.99 13227.14 0.165 0.165 1 H1-1b* 6 M8 ROD 0.08 4.806 9 0.001 4.806 23 701.99 13227.14 0.165 0.165 1 H1-1b* 7 M11 ROD 0.08 4.805 9 0.001 4.805 11 702.077 13227.14 0.165 0.165 1 H1-1b* 8 M13 C12X20.7 0.017 1.539 9 0.01 4.104 y 9 137672.371 182035.928 6.873 63.872 1.119 H1-1b 9 M15 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 10 M16 C12X20.7 0.017 2.565 9 0.01 0 y 9 137672.371 182035.928 6.873 63.872 1.119 H1-1b 11 M17 ROD 0.08 4.805 9 0.001 4.805 11 702.077 13227.14 0.165 0.165 1 H1-1b* 12 M18 C12X20.7 0.018 6.792 25 0.002 13.583 y 9 21837.107 182035.928 6.873 26.684 1.136 H1-1b 13 M54 C12X20.7 0.018 6.792 25 0.002 13.583 y 25 21837.107 182035.928 6.873 26.684 1.136 H1-1b 14 M55 C12X20.7 0.022 1.727 9 0.012 4.604 y 9 128078.451 182035.928 6.873 63.568 1.119 H1-1b 15 M56 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 16 M57 C12X20.7 0.022 2.878 9 0.012 0 y 9 128078.451 182035.928 6.873 63.568 1.119 H1-1b 17 M60 ROD 0.095 5.239 9 0.001 5.239 10 590.632 13227.14 0.165 0.165 1 H1-1b* 18 M61 ROD 0.095 5.239 9 0.001 5.239 4 590.632 13227.14 0.165 0.165 1 H1-1b* 19 M39 W12X16 0.022 2.565 9 0.011 0 y 9 98644.049 141017.964 5.639 50.15 1.118 H1-1b 20 M40 W12X16 0.025 6.792 25 0.002 13.583 y 25 15953.534 141017.964 5.639 14.634 1.136 H1-1b 21 M41 W12X16 0.022 1.539 9 0.011 4.104 y 9 98642.098 141017.964 5.639 50.15 1.118 H1-1b 22 M42 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 23 M43 W12X16 0.022 2.565 9 0.011 0 y 9 98642.098 141017.964 5.639 50.15 1.118 H1-1b 24 M46 W12X16 0.025 6.792 25 0.002 13.583 y 25 15953.534 141017.964 5.639 14.634 1.136 H1-1b 25 M65 W12X16 0.028 1.727 9 0.013 4.604 y 9 92634.008 141017.964 5.639 48.105 1.118 H1-1b 26 M67 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 27 M68 ROD 0.09 5.239 9 0.001 5.239 23 590.632 13227.14 0.165 0.165 1 H1-1b* 28 M70 W12X16 0.022 1.539 9 0.011 4.104 y 9 98644.049 141017.964 5.639 50.15 1.118 H1-1b 29 M71 MC8X18.7 0.017 6.792 25 0.003 13.583 y 25 23477.718 164670.659 7.774 26.067 1.136 H1-1b 30 M80 W12X16 0.025 6.792 25 0.002 13.583 y 25 15953.534 141017.964 5.639 14.634 1.136 H1-1b 31 M81 ROD 0.09 5.239 9 0.001 5.239 8 590.632 13227.14 0.165 0.165 1 H1-1b* Company Designer Job Number Model Name : : : : <Licensed Company> AKoshman Checked By : __________ 8/18/2023 11:48:30 AM RISA-3D Version 20 [ CANOPY DESIGN.r3d ] Page 61 Envelope AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] Dir LC Pnc/om [lb] Pnt/om [lb] Mnyy/om [k-ft] Mnzz/om [k-ft] Cb Eqn 32 M83 W12X16 0.028 2.878 9 0.013 0 y 9 92634.008 141017.964 5.639 48.105 1.118 H1-1b 33 M84 ROD 0.075 4.805 9 0.001 4.805 23 702.077 13227.14 0.165 0.165 1 H1-1b* 34 M85 ROD 0.075 4.805 9 0.001 4.805 5 702.077 13227.14 0.165 0.165 1 H1-1b* 35 M86 ROD 0.075 4.806 9 0.001 4.806 11 701.99 13227.14 0.165 0.165 1 H1-1b* 36 M87 ROD 0.075 4.806 9 0.001 4.806 24 701.99 13227.14 0.165 0.165 1 H1-1b* Envelope AWC NDS-18: ASD Member Wood Code Checks Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] Dir LC Fc' [ksi] Ft' [ksi] Fb1' [ksi] Fb2' [ksi] Fv' [ksi] RB CL CP Eqn 1 M23 4-2X6 0.211 9.167 23 0.177 10 y 23 0.574 0.86 1.343 1.345 0.207 4.282 0.998 0.336 3.9-3 2 M24 4-2X6 0.492 2.293 23 0.155 2.293 y 23 0.461 0.86 1.343 1.345 0.207 4.608 0.998 0.27 3.9-3 3 M25 4-2X6 0.211 9.167 23 0.177 10 y 23 0.574 0.86 1.343 1.345 0.207 4.282 0.998 0.336 3.9-3 4 M26 4-2X6 0.484 2.292 23 0.153 2.292 y 23 0.5 0.86 1.343 1.345 0.207 4.491 0.998 0.293 3.9-3 5 M21 4-2X6 0.509 12.969 23 0.169 15 y 23 0.296 0.86 1.342 1.345 0.207 5.244 0.997 0.173 3.9-3 6 M22 4-2X6 0.159 1.146 23 0.103 1.146 y 23 0.935 0.86 1.344 1.345 0.207 3.028 0.999 0.547 3.9-3 7 M27 4-2X6 0.509 12.969 23 0.169 15 y 23 0.296 0.86 1.342 1.345 0.207 5.244 0.997 0.173 3.9-3 8 M28 4-2X6 0.159 1.146 23 0.103 1.146 y 23 0.935 0.86 1.344 1.345 0.207 3.028 0.999 0.547 3.9-3 9 M74 5.25X7FS 0.703 10.469 23 0.114 13.594 z 23 0.719 2.329 3.313 3.335 0.333 6.761 0.993 0.216 3.9-3 10 M75 5.25X7FS 0.703 10.469 23 0.114 13.594 z 23 0.719 2.329 3.313 3.335 0.333 6.761 0.993 0.216 3.9-3 11 M49 5.25X7FS 0.32 10.469 23 0.094 13.594 z 23 0.719 2.329 3.313 3.335 0.333 6.761 0.993 0.216 3.9-3 12 M50 4-2X6 0.338 15 23 0.174 15 y 23 0.296 0.86 1.342 1.345 0.207 5.244 0.997 0.173 3.9-3 13 M51 4-2X6 0.349 2.293 23 0.154 2.293 y 23 0.461 0.86 1.343 1.345 0.207 4.608 0.998 0.27 3.9-3 14 M52 4-2X6 0.338 15 23 0.174 15 y 23 0.296 0.86 1.342 1.345 0.207 5.244 0.997 0.173 3.9-3 15 M53 4-2X6 0.329 9.167 23 0.157 10 y 23 0.574 0.86 1.343 1.345 0.207 4.282 0.998 0.336 3.9-3 16 M62 4-2X6 0.317 9.167 23 0.158 10 y 23 0.574 0.86 1.343 1.345 0.207 4.282 0.998 0.336 3.9-3 17 M63 4-2X6 0.352 2.292 23 0.152 2.292 y 23 0.5 0.86 1.343 1.345 0.207 4.491 0.998 0.293 3.9-3 18 M64 4-2X6 0.325 1.146 23 0.181 2.5 y 23 0.935 0.86 1.344 1.345 0.207 3.028 0.999 0.547 3.9-3 19 M66 4-2X6 0.325 1.146 23 0.181 2.5 y 23 0.935 0.86 1.344 1.345 0.207 3.028 0.999 0.547 3.9-3 20 M78 5.25X7FS 0.32 10.469 23 0.094 13.594 z 23 0.719 2.329 3.313 3.335 0.333 6.761 0.993 0.216 3.9-3 TimberStrand® LSL Stair Stringers and SturdiStep® Stair Treads Specifier’s Guide 9010 | June 2021 4 TIMBERSTRAND® LSL STAIR STRINGERS Two Stringer Option 1⁄2 1⁄2 Three Stringer Option General Guidelines for Calculating Step Rise and Run ■ The rise times the run should equal approximately 75". ■ Two times the rise plus one run should equal approximately 25". ■ Rise plus run should be 17" to 18". General Notes ■ Maximum stringer runs shown are more restrictive of simple or continuous span and based on Allowable Stress Design. ■ Deflection criteria of L/360 live load and L/240 total load. ■ For 2-ply stringers, attach together with 2 rows of 0.131" x 21⁄2" at 12" on center. Use 0.131" x 3" nails for 13/4" stringers. ■ Use subfloor adhesive to improve stair performance and minimize squeaks. See adhesive recommendations on page 2. ■ Keep materials dry. Add a vapor barrier at the bottom of the stair stringer if it is in contact with concrete. 2-PLY TIMBERSTRAND® LSL STRINGERS 1-PLY TIMBERSTRAND® LSL STRINGERS Thickness Grade Material Depth(2) 36" Tread Width 42" Tread Width 44" Tread Width 48" Tread Width 2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 Stringers Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement 11/4" 1.3E TimberStrand® LSL 91/2"3'-8''4'-7''4'-7''5'-6''4'-7''4'-7''4'-7''4'-7''3'-8''4'-7'' 117 ⁄8"6'-5''7'-4''7'-4''8'-3''7'-4''8'-3''7'-4''8'-3''7'-4''7'-4'' 14"9'-2''9'-2''10'-1''10'-1''10'-1''10'-1''9'-2''9'-2''9'-2''9'-2'' 11/2" 1.5E TimberStrand® LSL 91/2"4'-7''5'-6''5'-6''6'-5''4'-7''5'-6''4'-7''5'-6''4'-7''5'-6'' 117 ⁄8"7'-4''8'-3''8'-3''9'-2''8'-3''9'-2''8'-3''9'-2''7'-4''8'-3'' 14"10'-1''10'-1''11'-11''11'-11''11'-0''11'-0''11'-0''11'-0''10'-1''10'-1'' 13/4" 1.55E TimberStrand® LSL 91/2"4'-7''5'-6''5'-6''6'-5''5'-6''6'-5''5'-6''5'-6''5'-6''5'-6'' 117 ⁄8"8'-3''8'-3''9'-2''10'-1''8'-3''9'-2''8'-3''9'-2''8'-3''9'-2'' 14"11'-0''11'-0''11'-11''11'-11''11'-11''11'-11''11'-0''11'-0''11'-0''11'-0'' (1) Tables are based on IBC requirments: maximum riser height of 7" and a minimum tread depth of 11", with a max story height of 144". (2) Minimum throat depths are as follows: 35 ⁄8" min. at 91⁄2" rim board, 6" min. at 117⁄8" rim board, 81 ⁄8" min. at 14" rim board. IBC Maximum Stringer Run — 100 psf Live Load/12 psf Dead Load(1) Thickness Grade Material Depth(2) 36" Tread Width 42" Tread Width 44" Tread Width 48" Tread Width 2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 Stringers Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Reinforcement 11/4" 1.3E TimberStrand® LSL 91/2"5'-0''5'-10''5'-10''7'-6''5'-10''6'-8''5'-10''6'-8''5'-0''6'-8'' 117⁄8"8'-4''10'-0''10'-0''10'-10''9'-2''10'-10''9'-2''10'-0''9'-2''10'-0'' 14"11'-8''11'-8''13'-4''13'-4''12'-6''12'-6''12'-6''12'-6''11'-8''11'-8'' 11/2" 1.5E TimberStrand® LSL 91/2"5'-10''6'-8''6'-8''7'-6''6'-8''7'-6''5'-10''7'-6''5'-10''7'-6'' 117⁄8"9'-2''10'-10''10'-10''12'-6''10'-0''11'-8''10'-0''11'-8''10'-0''10'-10'' 14"13'-4''13'-4''15'-0''15'-0''14'-2''14'-2''14'-2''14'-2''13'-4''13'-4'' 13/4" 1.55E TimberStrand® LSL 91/2"5'-10''7'-6''6'-8''8'-4''6'-8''7'-6''6'-8''7'-6''6'-8''7'-6'' 117⁄8"10'-0''10'-10''11'-8''12'-6''10'-10''11'-8''10'-10''11'-8''10'-10''11'-8'' 14"14'-2''14'-2''15'-0''15'-0''15'-0''15'-0''15'-0''15'-0''14'-2''14'-2'' (1) Tables are based on IRC requirments: maximum riser height of 73/4" and a minimum tread depth of 10", with a max story height of 151". (2) Minimum throat depths are as follows: 33 ⁄8" min. at 91⁄2" rim board, 53/4" min. at 117⁄8" rim board, 77⁄8" min. at 14" rim board. IRC Maximum Stringer Run — 40 psf Live Load/12 psf Dead Load(1) ■ The attachment details shown are suggestions only; alternate details are possible. Responsibility remains with the design professional of record. ■ For assistance with loading conditions and stair configurations not shown, contact your Weyerhaeuser representative.