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STRUCTURAL DESIGN CALCULATIONS - 08-00088 - Upper Valley Industries - Fabrication & Storage Bldg
0800088 Upper Valley industries Fabrication & Storage Bldg UPPER VALLEY _.__ REXBURG, IDAHO STRUCTURAL DESIGN CALCULATIONS FOR THE WAREHOUSE BUILDING LOCATED IN REXBURG, IDAHO Prepared For: Sundberg & Associates Architects Idaho Falls, Idaho Designed by: Mark D. Andrus, PE Project #08005 TABLE OF CONTENTS DESCRIPTION PAGE General Design Criteria 1.1 Design Load Calculations 2.1-2.7 Foundation Design 3.1-3.57 Dilu Jill, F E B 21 2008 1 M -N OF REXB1_s G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@gsengineers.net Fax: (208) 523-6922 1600 John Adams Pkwy., Suite 200 Idaho Falls, 11) 83401 JOB NO. 08004 SHEET No. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE Code Search I. Code: International Building Code 2006 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr W. Live Loads: Roof angle (0) 2.00/12 9.5 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A V. Wind Loads : ASCE 7 -05 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif, Enclosed Building Internal pressure +/-0.18 Building length (L) 210.7 ft Least width (B) 100.0 ft Kh easel 0.902 Kh case 2 0.902 TOnonraDldc Factor (Kzt Topography Flat Hill Height (fJ) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 It From top of crest: x= 50.0 ft Bldg up/downwind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 KZ = 0.792 z/Lh = 0.13 K, = 1.000 At Mean Roof Ht: Kzt=(I+KrK2K3)^2= 1.000 www.struware.corn i 20 RIDGE or 3I:) AXISYMMETRICAL HILL z2 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 zorr=: U m,r�f A sn�a sti, tiff 2ism g Yive JOB N0.08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE varnxaisa Ilcar Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones 1 - 4. See code for loading diagram 8.0 ft 16.0 ft 50.0 ft Transverse Direction Tar PnPP=1r LF3. Direction Iug1 uz 0.0 psf (GCpn=+1.5) Transverse Direction Perpendicular e = Yz=Kh= 0.90 (case l) Base pressure (qh) = 15.9 psf GCpi= +/-0.18 JOB N0.08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE varnxaisa Ilcar Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones 1 - 4. See code for loading diagram 8.0 ft 16.0 ft 50.0 ft Wind Surface pressures (nst) 1 Transverse Direction roof pressure Longitudinal Direction -8.1 -13.8 0.0 psf (GCpn=+1.5) 3 Perpendicular e = 9.5 deg Parallel 0 = Odeg 4 Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 6 1 0.44 0.62 0.26 0.40 0.58 0.22 2E 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 4E 3 -0.40 -0.22 -0.58 -0.37 -0.19 -0.55 4 -0.33 -0.15 -0.51 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.67 0.85 0.49 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 .1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 .0.53 -0.35 -0.71 4E -0.49 -0.31 -0.67 .0.43 -0.25 -0.61 Wind Surface pressures (nst) 1 9.8 4.1 9.2 3.5 roof pressure 2 -8.1 -13.8 -8.1 -13.8 0.0 psf (GCpn=+1.5) 3 -3.5 -9.3 -3.0 -8.7 Transverse direction (normal to L) 4 -2.4 -8.1 -1.7 -7.5 -4.6 psf 5 4.3 -10.0 -4.3 -10.0 -7.8 psf 6 -4.3 -10.0 -4.3 -10.0 End Zone: Wall IE 13.5 7.7 12.6 6.8 2E -14.1 -19.9 -14.1 -19.9 3E -6.3 -12.0 -5.6 -11.3 4E -5.0 -10.7 -4.0 -9.7 Windward roof overhangs: 10.8 psf (upward) add to windward roof pressure Parapet Windward parapet 0.0 psf (GCpn=+1.5) Leeward parapet 0.0 psf (GCpn=-1.0) Horizontal MWFRS Simple Diaphraem Pressures f 3sfl Transverse direction (normal to L) Interior Zone: Wall 12.2 psf Roof -4.6 psf End Zone: Wall 18.4 psf Roof -7.8 psf Longitudinal direction (parallel to L) Interior Zone: Wall 11.0 psf End Zone: Wall 16.5 psf WR'rDWAFS) ... DVFA?if+W6 1 4VIT9Wram RocV LPL'WARDFIXiF - . -- _ _I_L1S L�_J VERTICAL TRANSVERSE F.LEVAT'IODT MIT .. � :. WARD, -�+ _ �T 1 � I � I FFWAFDn'CAN rt LONGII.-MTNA.E. SLEVA.TTON Z, 3 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 VI. Selsmic Loads: ASCE7-05 Occupancy Category: II Importance Factor (1): 1.00 Site Class: D Ss (0.2 sec) = 60.60 %g 81 (1.0 sec) = 19.30 %g Fa= 1.315 Fv = 2.028 doe TITLE upper vauey inaustrres - Warehouse JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M 4. Andrus DATE http:/eoint or uses cov/eg-men/html/lookup-2002-intern-06 html Sms = 0.797 Sds = 0.531 Design Category = Soil = 0.391 Shc = 0.261 Design Category= Seismic Design Category = D Number of Stories: I Structure Type: Not applicable Horizontal Struct Irregulars ies:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Budding System: Moment -resisting Franre Systems Seismic resisting system: Ordinary steel moment frames System Building Height Limit: System not permitted for this seismic design category (see code footnote) Actual Building Height (In) =20.0 It See ASCE7 Section 12.2.5.4 for exceptions and other system limitations Response Modification Fact6r (R) = 3.5 System Over -Strength Factor (92o) = 2.5 Deflection Amplification Factor (Cd) = 3 Sds = 0.531 Shc = 0.261 ASCE7 map= p = redundancy coefficient Seismic Load Effect (E) = p Qla+/- 0.2Scm D = P Qs +/- 0.106D Qa = horizontal seismic force Special Seismic Load Effect (E) = Ao Qs +/- 0.2Sos D =2.5 Qa +/- 0.106D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (Cr) = 0.020 Cu = 1.44 Approx fundamental period (Ta) = CA = 0.189 sec x= 0.75 Tmax = CuTa= 0.272 User calculated fundamental period (T) = 0 sec Use T = 0.189 Long Period Transition Period (TL) — ASCE7 map= 6 Seismic response coef. (Cs) = SdsI/R= 0.152 need not exceed Cs = sal i/RT- 0.394 but not less than Cs = 0.010 USE Cs = 0.152 Design Base Shear V = 0.152W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 VII. Snow Loads : Roof slope = 9.5 deg Horiz. eave to ridge dist (W) = 50.0 ft Roof length parallel to ridge (L) = 210.7 ft Type of Roof Hip or gable Ground Snow Load Pg = 50.0 psf Importance Category = B Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 35.0 psf Pfmin = 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Design Roof Snow Load (Ps) = Building Official Minimum = 35.0 psf 0.0 psf no 1.00 �.... ...,rv,...a,�y u,uu>uros • warcuvusc JOB NO. 08004 SHEET NO, CALCULATED BY M. Adams DATE 1/31/08 CHECKED BY M. Andrus DATE 35.0 psf ("balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = hdy / �S + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adiacent hieher roof Upper roof length Exposure Factor, Ce Projection height h = 4.0 ft Building separation Exposure of roof 0.0 ft Terrain hb = Fully Partially Sheltered y = A n/a 1.1 1.3 B 0.9 1.0 1.2 Drift height C 0.9 1.0 1.1 18.34 ft D 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a 35.0 psf ("balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = hdy / �S + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adiacent hieher roof Upper roof length lu = 95.0 ft Projection height h = 4.0 ft Building separation s = 0.0 ft Adjacent structure factor hb = 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = 2.29 ft hc/hb >0.2 = 1.3 Therefore, design for drift Drift height hd = 2.29 ft Drift width w = 18.34 ft Surcharge load: pd=g*hd= 47.0 psf Windward Snow Drifts -Against walls. parapets etc more than 15' long Building roof length In = 25.0 ft Projection height h = 6.0 ft Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = 4.29 It hc/hb>0.2=2.5 Therefore, design for drift Drift height hd = 1.50 fit Drift width w = 6.00 ft Surcharge load: pd = g*hd = 30.7 psf 2,7 Designed By vy -1!y !, 9 h!arp, i I hlv fl -L No. 09500 Date 1-3d—df3 /6,s 4!1 °! L Z) �,/ 1A�eyh�II _ /eoPsd q wo LU, '-l) fws�nf ,�%liGr`7i9CSJ' = /2a G) Gtrry�? t aye/v -LOIJ Kjr!! 7E !'L°fr3 �-✓� �'/ i7S/Un c pry i7G�P.plr?„/ C.r,:/�c>'- �✓�l s`�i7 G&S Structural Engineers Sheet 3.7— I Permit Backing Appl# Data Issued App&cant SDNDBERG &ASSOCIATES, It 1j User Tasks r- Type LD -COM _ Expration Date--- Parcel #RPRRRBP2040110 Ip Permit Fee Estimator parent#0800085 -'- 4 Re -issue Date - Site Address 382 D1VIDEDTD DR Permit Repotls i) Date Su4ndtted 02!212008. Date Closed Fryect Name Upper Valley Industries Fabrication Accounting Reports Tecludcally Complete last Action 03/14200$' zoning ►Aetlotry Reports E � Date Approved 1�--.. I Farm Letters i Override Expire? r m Governent r- Notes? F' Status Date — Status ENDING '.. Statistics Repods Ban=' Lr Process -84 days i TatlLicense Re Neav Apphrotima Query' Print Imus Laffers Copy Sat, Ad&s. Query App#��'.. �- _ es_. P Code Enforcement (,. DetaSts Parcels Swctues Contacts Conaacr,... tiluaLLan'. tees ShmiMals dpprnvil Coadamns Lupectlau Applicubn Cash Receipts Inspections T,,pe z _ QuanritY Dnif .b r DOM l'alve q Parcel Details -' - _ Nates -' uc 9,51300 $72735 FT - G �APPIfW00n Adm an �- -- --- — .�i _ Q _ 3692,24414 ']1JIR 10,00900. I7944,SpL1 ( $795,114.96 t System in �-------- - pCha ePasswprtl lli� rmit Docume its, - I� _._ F F F- I `�( U aipnon Storage, moderate hazed (Non co b shble atonal) Total y, $1,487,35910 w ll5qx 4I �. 0 U �Cn, 51 `Mo.n bg +11,,,, 01 lily I X GCD ` 40- ( l AU - ] 600 John Adams Pkwy., Suite 2-0-0 JOB TITLE Upper Valley Industries - Warehouse Idaho Falls, ID 83401 JOB No. 08004 SHEET NO. CALCULATED BY M. Audnss DATE 1/31/09 CHECKED BY M. Andrus DATE CODE SUMMARY www.stmware.com Code: International Building Code 2006 Live Loads: Roof 0 to 200 sC 20 psf 200 to 600 sf, 24 - 0,02Area, but not less than 12 psf over 600 sf: 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A Dead Loads: Enclosed Building Internal pressure Coef. Floor slab on grade Directionality (Kd) Roof 15.0 psf Earthquake Design Data: Roof Snow Loads: Occupancy Category: Design Roof Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = 1.00 Ground Snow Load Pg = 50.0 psf Rain on Snow Surcharge 0.261 0.0 psf Sloped -roof Factor Cs = 1.00 Wind_Deslan Data: Basic Wind speed 90 mph Mean Roof Ht (h) 20.0 ft Building Category II Importance Factor 1.00 Exposure Category C Enclosure Classif Enclosed Building Internal pressure Coef. +/_O.lg Directionality (Kd) 0.85 Earthquake Design Data: Occupancy Category: = II Importance Factor I = 1.00 Mapped spectral response Ss = 60.60 %g accelerations S1 = 19.30 %g Site Class = D Spectral Response Coef. Sds = 0.531 Shc = 0.261 Seismic Design Category = D Basic Structural System = Moment -resisting Frame Systems Seismic Resisting System = Ordinary steel moment frames Design Base Shear V = 0.152W Seismic Response Coef. Cs = 0.152 Response Modification Factor R = 3.5 Analysis Procedure = Equivalent Lateral -Force Analysis 2l 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 VII. Snow Loads : Roof slope = 9.5 deg Horiz. cave to ridge dist (W) = 50.0 ft Roof length parallel to ridge (L) = 210.7 ft Type of Roof Hip or gable Ground Snow Load Pg = 50.0 psf Importance Category = D Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 35.0 psf Pfmin = 0.0 psf Flat Roof Snow Load Pf= Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Design Roof Snow Load (Ps) = Building Official Minimum = 35.0 psf 0.0 psf no 1.00 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE 35.0 psf ("balanced" snowload) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Luger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load= 10.5 psf = 0.31's Leeward snow load from ridge to 19'= 59.3 psf = My / JS + Ps Leeward snow load from 19' to the cave = 35.0 psf =Ps Leeward Snow Drifts -from adiacent higher roof Upper roof length Exposure Factor, Cc Projection height h = 9.0 ft Exposure of roof separation Terrain 0.0 ft Fully Partially Sheltered A Snow density n/a 1.1 1.3 B 1.71 It 0.9 1.0 1.2 C Therefore, design for drift 0.9 1.0 1.1 D w = 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a 35.0 psf ("balanced" snowload) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Luger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load= 10.5 psf = 0.31's Leeward snow load from ridge to 19'= 59.3 psf = My / JS + Ps Leeward snow load from 19' to the cave = 35.0 psf =Ps Leeward Snow Drifts -from adiacent higher roof Upper roof length In = 194.0 ft Projection height h = 9.0 ft Building separation s = 0.0 ft Adjacent structure factor #VALUE! #VALUE! #VALUE! 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 It he = 7.29 ft hc/lib >0.2 = 4.3 Therefore, design for drift Drift height hd = 5.43 ft Drift width w = 21.71 It Surcharge load: pd = g*hd = 111.3 psf Windward Snow Drifts -Against walls, oarapets, etc more than 15' long Building roof length to = Projection height h = Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = #VALUE! #VALUE! #VALUE! #VALUE! Drift height hd = #VALUE! Drift width w = #VALUE! Surcharge load: pd = g*hd = #VALUE! i Lu Surcharge Load Due to 061fing f W -' Balanced Snow Load Project ��/� �.T�� /.,;tar - {UrJ,^2 Project No. 1�05- Date /-30-0$ Designed By�1-�9.J '0'7m r/un �Zr,2 Ga/umiLS ; (F,lls�n - Iuv i (vrursl �cs� k.u.�s� rH?, -Vy �Trn-r'2 (yak-r..l� O Crlp) � 56.5- 6- x-1=,r�e) �Le•�_ !N m'Ytd � yr�U Co I /p/� �� .. no g oc , n, !v�(s - �G f�f --C ,/J ' S('%) 5 5('jx)1'v = J S5S /bj -41 3. IVIG,:? IX7-WI et; �k lnY1 '(; 0�4G /yn� � -7- VY Z Vy -VY f4r,7 11 7 kA - z J- 2,o t ,7 Y, JLI y -VY 3.� {)iri z (W) g °� PC-r-rz rift L (1, 4,4 ! 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"X 9'614X 1'6" G&S Structural Engineers Sheet 3.3 01 03 04 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 32 of 62 D+CG+L+WPC2 0.1 Ha left 0.2 - - 2.8 - - 2.7 -0.1 - 0.3 - D+CG+S+WPC2 0.1 - 0.2 - - 4.7 Case - 4.6 -0.1 - 0.3 - D+CG+D+EG++EB> 0.0 -0.5 -0.4 - 0.0 1.3 - 0.0 1.3 -0.0 -0.5 -0.4 - D+CG+E>+EG++EB> -0.0 -0.2 -0.I - 0.0 1.3 - 0.0 1.3 •0.0 -02 -0.1 - D+CG+<E+EG++EB> 0.0 -0.5 -0.4 - .0.0 1.3 - .0.0 1.3 -0.0 -0.5 -0.4 D+CG+<E+EG++EB> 0.0 -02 -0.1 -0.0 1.3 -0.0 1.3 0.0 -0.2 -0.1 45 D+CU+I>+EG- +EB> 0.0 -0.5 -0.4 - 0.0 0.3 - 0.0 0.3 -0.0 -0.5 -0.4 - D+CU+E>+EG- +EB> 10.0 -0.2 -0.1 11.3 0.0 0.3 - 0.0 0.3 -0.0 -0.2 -0.1 - D+CU+<E+EG- +EB> 0.0 .0.5 -0.4 - -0.0 0.3 - -0.0 0.3 -0.0 -0.5 -0.4 - D+CU+<E+EG- +EB> 0.0 -0.2 -0.1 -0.0 0.3 - -0.0 0.3 0.0 -0.2 -0.1 - D+CG+S+E>+EG++EB> 0.0 -0.4 -0.3 0.0 2.2 - 0.0 2.2 -0,0 -0.4 -0.3 - D+CG+S+E>+EG++EB> -0.0 -0.2 -0.1 - 0.0 2.2 - 0,0 2.2 -0.0 -0.2 -0.1 - D+CG+S+<E+EG++EB> 0.0 -0.4 -0.3 - -0.0 2.2 - -0.0 2.2 -0.0 -0.4 -0.3 - D+CG+S+<E+EG++EB> 0.0 -0.2 -0.1 - -0.0 2.2 - -0.0 2.2 0.0 -02 -0.1 - D+CG+EB>+EG+ 0.0 -1.4 •1.0 - - 1.3 - 1.3 -0.0 -1.4 -0.9 - D+CU+EB>+EG- 0.0 •1.4 -1.0 - 0.3 - 0.3 -0.0 -1.4 -1.0 - D+CG+S+EB>+EG+ 0.0 -1.0 -0.7 - - 2.2 - - 2.2 -0.0 -1.0 -0.7 - D+CG+b+EG++<EB -0.0 0.5 - 0.0 1.3 - 0.0 1.3 -0.0 - 0.5 - D+CG+F>+EG++<EB •0.0 - 0.2 0.0 1.3 - 0.0 1.3 -0.0 - 0.2 - D+CG+<E+EG++<EB 0.0 - 0.5 -0.0 1.3 - •0.0 1.3 0.0 0.5 - D+CG+<E+EG++<EB 0.0 - 0.2 - -0.0 1.3 - -0.0 1.3 0.0 - 0.2 - D+CU+F>+EG- +<EB -0.0 0.5 - 0.0 0.3 - 0.0 0.3 -0.0 - 0.5 - D+CU+D+EG- +<EB -0.0 0.2 0.0 0.3 - 0.0 0.3 -0.0 - 0.2 - D+CU+<E+FG- +<EB 0.0 0.5 - -0.0 0.3 -0.0 0.3 0.0 0.5 - D+CU+<E+EG- +<EB 0.0 - 0.2 - -0.0 0.3 - -0.0 0.3 0.0 - 0.2 - D+CG+S+E>+EGF+<EB .0.0 0.4 - 0.0 2.1 - 0.0 2.1 -0.0 - 0.4 D+CG+S+©+EG++<EB -0.0 - 0.2 - 0.0 2.1 - 0.0 2.1 -0.0 - 02 - D+CG+S+<E+EG++<EB 0.0 - 0.4 - -0.0 2.1 - •0.0 2.1 0.0 - 0.4 - D+CG+S+<E+EG++<EB 0.0 - 0.2 - -0.0 2.1 - -0.0 2,1 0.0 - 02 - D+CG+<EB+EG+ - - 1.1 - - 1.2 - 1.2 - 1.1 - D+CU+<EB+EG- - 1.1 - - 0.3 - - 0.3 - 1.1 - D+CG+S+<EB+EG+ - 0.9 - 2.1 - 2.1 0.9 Maximum Combined Reactions Summary with Factored Loads - Framing ♦u- .l.. -.a.. O..A. A.- .]..nh, .th. rl;e +A -1-;e M^thM X•Loc Grid Ha left Load Ha Right Load Ha In Load Ha OutLoad Uplift Load Vrt Down Load Mom c%, Load Mom ccw Load (-Hx) I Case (Hx) Case (-Hz) Case (Hz) Case (-VY) Case (VY) Case (-Mm) Case (Mm) Case (k k k k k k) (in -k) m -k 0/0/0 1•J 0.7 12 0.6 11 2.0 52 - 1.4 53 8/6/0 1-0 - - 0.6 11 0.7 10 2.2 45 11.3 7 - - - 31/6/0 1-E - - 0.6 11 0.7 10 2.5 61 11.3 7 - - - 40/0/0 1-D 0.6 10 0.7 13 2.0 68 1.6 69 1.3 48 R. X -Loc I Grid I Description 0/0/0 4010/0 1 1-1 1-D I Diagonal bracing at base is attached to column Reactions ARE included with Game reactions. Diagonal bracing at base is attached to column Reactions ARE included with Game reactions. VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Reactions Package Wall: 4, Frame at: 0/6/0 Frame IDA" Post & Beam Frame Type:Post & Beam 0 O © 8 Values shown are resisting forces of the foundation nt ed I,o d t Fr C Date: 1/25/2008 Time: 7:44:49 AM Paee: 30 of 62 Reactions - U actor s a Type X -Loc Gridl•Grid2 Base Plate W x L(in.) Base Plate Thickness (in.) Anchor Rod Qty/Diann. (in.) Column Base Elev. ame M.,a............- Exterior Column Interior Column 0/0/0 8/6/0 1-3 1-G 8x10 8x10 0.375 0.375 2-0.750 2-0.750 100'-0" 100'-0" Interior Column 31/6/0 I -E 8x10 0.375 2-0.750 100'-0' Exterior Column 40/0/0 I -D 8x10 0.375 2-0.750 100'11" Load Type Desc. Hx I Hz I VY Hx Hz I Vy Hx Hz Vy Hx I F1z I V D Frm - 0.0 - - .7 - - 0.7 - - 0.0 - CG Frm _ _ _ _ 5 _ _ 0.5 _ _ _ L Frm - - -0.0 - - 3.4 3.4 - -0.0 - ASL^ Frm - - -0.8 - 2.7 - - 2.7 - -0.8 - ^ASL Fm - - 0.8 - 0.6 - - 0.6 - 0.8 - S Fm - - -0.0 - - - 5.9 - - •0.0 - SD FM -0.0 - 4.2 - - 4.2 - - -0.0 - USI. Frm - -0.6 - 3. - 6.9 - •0.1 - •US] Fm - •0.1 - - 6.9 - - 3.2 - - -0.6 - Wl> FM -0.4 - -0.1 - 0.7 -2.5 - 0.7 -2.1 -0.6 - -0.1 - <Wl Frm 0.6 - •0.1 - -0.6 •2.1 - -0.6 •2.5 0.4 - -0.1 - W2> Fm -0.7 - -0.1 - - -1.6 - - •1.1 -0.3 - -0.1 - <W2 Frm 0.3 - -0.1 - - -1.1 - -1.6 0.7 - -0.1 Cu FM _ _ _ _ _ _ _ _ _ _ _ F> Frrn -0.0 - - 0.0 - 0.0 -0.0 _ - - EG+ Frm - - - 0.1 - 0.1 <E Frm 0.0 - - - -0.0 - -0.0 - 0.0 - EG- FM - _ _ _ -0.1 - - -0.1 WPA] Bre 0.4 -0.9 -0.6 - -2,7 - -2.4 -0.4 -0.7 -0.5 - WPD1 Bre 0.4 - 1.0 - - -2.6 - - -2.0 -0.4 - 1.2 - WPA2 Bre 0.2 -2.0 -1.4 - - -1.7 - - -1.4 -0.2 -1.9 -1.4 - WPD2 Brc 0.2 - 0.1 - - -1.6 - - -1.0 -0.2 - 0.4 - WPBl Brc 0.4 -0.7 -0.4 - -2.2 - -2.9 -0.5 -0.9 -0.8 - WPC] Brc 0.4 - 1.1 - - -2.2 - - -2.4 -0.4 - 1.2 - WPB2 Brc 0.2 -1.9 -1.2 - -1.3 - - -2.0 -0.2 •2.0 -1.6 - WPC2 Brc 0.2 - 0.3 - - -1.2 - - -1.4 -0.2 - 0.3 - EB> Brc 0.0 -0.8 -0.6- - - -0.0 -0.8 -0.6 - <EB Brc 0.6 -0.0 -o.0 0.6 Frame Reactions - Factored Load Cases at Frame Cross Section: I Note: All reactions based on 2nd order structural analysis using the Direct Anal sis Method X -Loc 0/0/0 8/6/01 31/6/0 40/0/0 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 2., ZS 9DDXD9 N o- oM o- a- ZLDM Oj o- a LOOMS DDDXdX SCOX9a o- o - L% `l l 03 Di- H ee: Fl S,;z 3 VVVUItlm e. •' I °.lilt. n°m °m YCUUVU °±CO9D UUVVUY9 G 7=;Mv z° e V 44 xs a mm s 6nm 6o m o' Vn 9C "9mnnnnm le sx°..mnmm.. u a mn Om�mm�Bm a 04 ■ Ir Z -a • •0-�ZL m.nm.0 N 3.2`1 ra m 3, 2Z, B." Concrete W1 #4 id 18." 8. 8. 3,19 Pp= 1063.4# 778.33# IF sf 1454.6psf o— o— o- o- o- o- f—.9-.9S--I—.O-SOL—i—.0"EL^i.o-, 0L—+—.9 -i 9i --i 0 0 0 '-- ---- o .............— -o -------o --- _----- --- ____________.______o k..-G._._._._._._._._._._._._ ............._..._......._._._._._....._._....._._..._..,.._._._..._..._._........G ...`e......._..._... .............._....._._._._._. _._._. _. _. _. _._._._._. _. _._............._.......... I ......... .z-rts In lol .o-.oz+—s-�zz .o -,99E �o--- ____ __------- __._ ---------- __ _ _ ___._._._._._._._._._._.__._.__.___._._.___..............................._._._. - - I- ................................. ................................................................. . .. ..............o .....................oc._._._._._._._.-.-.-.-. c:... _._......._._..._ o .9 -.oat 0 01 i 3. 24 __, 1 vv... YNYG, „Gr l„ Yi4•YYGICIIUU� rOlj C. G&S Structural Engineers Job # : 08005 Dsgnr: Mark Date: JAN 31,2008 Idaho Falls, Idaho Description.... 208.523.6918 G&S Structural Engineers ..... v www.retainpro.coa, misupport for latest release Restrained Retaining Wall Design code: 11302003 Registration #: RP -1143245 2005022 Footing Design Results Stem Shear @ Top of Footing = -353.6 0.92 -324.1 Toe eel Factored Pressure = 1,745 407 psf Mu': Upward = 355 124 ft-# Mu': Downward = 95 378 ft-# Mu: Design = 260 255 ft-# Actual 1 -Way Shear = 8.10 5.21 psi Allow 1 -Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab is NOT resisting slidinq, stem is PINNED at footina il Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Overturning Moments... lbs it ft-# Stem Shear @ Top of Footing = -353.6 0.92 -324.1 Heel Active Pressure = -424.8 0.45 -190.8 Sliding Force = 778.3 725.3 Overturning Moment = -514.9 Footing Stability Ratio 597.97 1.67 Net Moment Used For Soil Pressure Calculations 371.7 ft-# DESIGNER NOTES: Resisting Moments... Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel = Footing Weight = Vertical Lateral Distance Moment lbs lbs It ft-# 50.0 1.67 83.3 146.7 0.33 48.9 725.3 1.00 725.3 482.8 1.67 804.6 275.0 1.00 275.0 Total Vertical Force = 1,793.9lbs Resisting Moment = 1,937.1 .31125 mark aPE Title : 08005 -Upper Valley Indust: Warehous Page: G&S Structural Engineers Job # 06005 Dsgnr: Mark Date: JAN 31,2008 Idaho Falls, Idaho Description.... 208-523-6918 G&S Structural Engineers This Wall in File: c:lprogram files\rp20051general prolects.r tetaln Pro 2005 , 23 -June -2006, (c) 1989-2006 v .retalnpro.com/supportforlatestrelease Restrained Retaining Wall Design Code: IBC 2003 ?.M.tr0i.. 0 - RPA 143265 2005022 Criteria Retained Height = 6.58 ft Wall height above soil = 0.67 It Total Wall Height = 7.25 ft Top Support Height = 2.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Soil Data -- Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 psf/ft Toe Active Pressure = 40.0 psf1 t Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Frictioi = 0.450 Soil height to ignore 60,000 psi for passive pressure = 0.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads -J Uniform Lateral Load Applied to Stem Surcharge Over Heel = 75.0 psf Lateral Load = 0.0 #/ft >>>Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottorc = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem mmi Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Itis Axial Load Eccentricity = 0.0 in Footing Strengths & Dimensions Toe Width = 0.67 ft Heel Width - 1.33 Total Footing Widtt = 2.00 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load 1,455 psi OK Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 8.1 psi OK = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Earth Pressure Seismic Load.J 1,455 psi OK Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Soil Pressure Less Than Allowable Fp/ Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Design Summary 11 Concrete Stem Construction 1 Total Bearing Load = 1,794 lbs .,.resultant ecc. = 2.49 in Soil Pressure @ Toe = 1,455 psi OK Soil Pressure @ Heel = 339 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,745 psf ACI Factored @ Heel = 407 psf Footing Shear @ Toe = 8.1 psi OK Footing Shear @ Heel = 5.2 psi OK Allowable = 75.0 psi Reaction at Top = 1,842.9 lbs Reaction at Bottom = 778.3 lbs Sliding Stability Ratio = 2.55 OK Sliding Cates (Vertical Component Used) Force lbs Lateral Sliding = 778.3 less 100% Passive Force= - 1,063.4 Itis less 100% Friction Force= - 921.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Thickness = 8.00 in Fy Wall Weight = 100.0 psf fc Stem is FREE to rotate at top of footing Load Factors @ Top Support Top & Base Building Code IBC 2003 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 60,000 psi 2,500 psi Mmax Between @ Base of Wall Stem OK 0.00 ft # 4 18.00 in Center 4.00 in 0.000 0.0 ft-# 2,305.6 ft-# 565.7 lbs 11.79 psi 85.00 psi 6.00 in @ Top Support Top & Base Stem OK Stem OK Design Height Above Ftg = 2.00 ft 0.00 ft Rebar Size = # 4 # 4 Rebar Spacing = 18.00 in 18.00 in Rebar Placed at = Center Center Rebar Depth 'd' = 4.00 in 4.00 in Design Data fb/FB+fa/Fa = 0.966 0.000 Mu .... Actual = 2,227.6 ft-# 0.0 ft-# Mn' Phi..... Allowable = 2,305.6 ft-# 2,305.6 ft-# Shear Force @ this height = 1,640.5 lbs Shear..... Actual = 34.18 psi Shear..... Allowable = 75.00 psi Rebar Lap Required = 16.72 in 18.72 in Hooked embedment into footing (w/ stress level reduction) Other Acceptable Sizes & Spacings: Toe: None Spedd -or- Not req'd, Mu < S' Fr Heel: None Spedd -or- Not req'd, Mu < S' Fr Key: No key defined -or- No key defined @ Base of Wall Stem OK 0.00 ft # 4 18.00 in Center 4.00 in 0.000 0.0 ft-# 2,305.6 ft-# 565.7 lbs 11.79 psi 85.00 psi 6.00 in Project2ar U // / % „VZ A)A y rP Project No. O;r-)C7b S Date -gty Q Designed By TluCl4 jZ�A mp 1,l ah '• /' X)' u" aGi j A IXIIC't .M1.C{�. � y"Un W/ S � On A�aAI T�r,nrL .S'a�l CrivB/' —� U�-�-, I -Z-1 IX 2 -Lo" P w/ 3-2b�t/ _> u$ -P Fj ernc WcN w/ ve.-�, �11'r'! �#YPi2N�riz. /%,.fie ' �>,i-,.�e a�i4,�O m-t�J,l- �G� �✓,� �c°�`/�yra;-. � �'t,�'r�:�%+�'�,,� ,l✓cu�i�fl �w/� � '�ti'r/e.-1a... �i,Jtiy%q 1�1� � , G&S Structural Engineers Sheet 3.16 Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries -Warehouse Checked By: Loads DL LL +P +Vx +Vz Ia"+Mx +Mz +Over W A D D C D C A D Soil Bearing Gross Allow.(psf) Max 2.4.1-1 2.4.1-2 Max/Allowable Ratio .27 85 Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (int ) ACI 9-1 1 1.4DL+1.7LL 4.089 .111 9.201 .25 ACI 9-2 1 1.05DL+1.275LL+1.275WL 3.067 .083 6.901 .187 ACI 9-3 .9DL+1.3WL .73 .02 1.643 .044 IBC 16-5 1.2DL+1LL+l EL 2.711 .073 6.1 .165 IBC 16-6 .9DL+1EL .73 .02 1.643 .044 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 173.25 k One Way (X Dir. Cut) Vc 39.6 k One Way (Z Dir. Cut) Vc: 39.6 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/.eVc Vu(k) Vu/oVc Vu(k) Vu/Wc ACI 9-1 1 1.4DL+1.7LL 23.443 .18 2.556 .086 6.645 .224 ACI 9-2 1.05DL+1.275LL+1.275WL 17.582 .135 1.917 .065 4.984 .168 ACI 9.3 .9DL+1.3WL 4.185 .032 .456 .015 1.186 .04 IBC 16-5 1.2DL+lLL+1EL 15.541 .12 1.694 .057 4.405 .148 IBC 16-6 .9DL+1EL 4.185 .032 .456 .015 1.186 .04 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 23.56 k Vs:13.005 k Vu: 0 k Shear Along Z Direction Vc: 26.175 k Vs: 28.909 k Vu: 0 k Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.064 Phi :.7 Parma Beta:.65 Pu :27.16 k Mux :0 k -ft Muz: :0 k -ft Pn :603.237 k Mnx : NA Mnz: NA Mnox: NA Mncz NA Pedestal Bars: 8 #5 % Steel:.852 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq./Lpro.: 2.182 Vu/0 Vn: 0 k4:.75 Vu/0 Vn: 0 RISAFoot Version 2.Oa [Untitled.rft] Page 2 F. r Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Sketch 1 ft X D C D C 4 ft WE 4 £t X Dir. Steel: 1.18 in (6,#4) Z Dir. Steel: 1.18 in (6 #4) Bottom Rebar Plan 2 in Z 2 in Geometrv. Materials and Criteria X G L ®Footing Elevation 24 in lP B#5 0411 1 � �� Pedestal Rebar Plan 10 in Length :4 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :12 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code : ACI 318-02 Footing Top Bar Cover 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover 3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitled.rft] Page 1 �;.1Y No. Cid L7 Date /— "a U� Designed By /ir7iir�urh % re� { !ly /5. b r A? 4C,44 �3, �" S4) /Z"X `/-�o"X%1On g HA ,,,. p e V13 g3 - mss- 1,,+ /Fre,-eAJ. /av'o„ i2,IX y U,, x v o„ v � �z (o - W V" P/er- �IrJ -- AIV -41 R G&S Structural Engineers Sheet 3 • 13 Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries -Warehouse Checked By: Loads DL LL +P +-- +V +Vz +Mx +Mz +Over A D D C D C A D Soil Bearing Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (int ) ACI 9-1 1.4DL+1.7LL 4.353 .118 4.353 .118 ACI 9-21.OSDL+1.275LL+1.275WL .092 3.265 .088 3.265 .088 ACI 9-3 .9DL+1.3WL 749 .02 .749 .02 IBC 16-5 1.2DL+ILL+IEL 2.874 .078 2.874 .078 IBC 16-6 .9DL+1EL .749 .02 .749 .02 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 212.85 k One Way (X Dir. Cut) Vc 39.6 k One Way (Z Dir. Cut) Vc: 39.6 k Punching X Dir. Cut Z Dir. Cut Descriotion Categories and Factors Vu(k) VulyAlc Vu(k) Vu/ysVc Vu(k) Vu/ (.)Vc ACI 9-1 1.4DL+1.7LL 19.104 .12 2.721 .092 2.721 .092 ACI 9-2 1.05DL+1.275LL+1.275WL 14.328 .09 2.04 .069 2.04 .069 ACI 9-3 .9DL+1.3WL 3.288 .021 .468 .016 .468 .016 IBC 16-5 1.2DL+ILL+1EL 12.613 .079 1.796 .06 1.796 .06 IBC 16-6 .9DL+1EL 3.288 .021 .468 .016 .468 .016 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 62.35 k Vs: 28.909 k Vu: 0 k Shear Along Z Direction Vc: 52.35 k Vs: 28.909 k Vu: 0 k Pedestal Ties: #3 @110 in Bending Check Results (Envelope): Unity Check:.036 Phi :.7 Parme Beta:.65 Pu :29.2 k Mux :0 k -ft Muz: 0 k -ft Pn :1149.66 k Mnx :NA Mnz: NA Mnox:NA Mnoz NA Pedestal Bars: 12 #5 % Steel: .639 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq./Lpro.: 2.182 Vu/5,i Vn: 0 o:.75 Vu/y, Vn: 0 RISAFoot Version 2.Oa [Untitled.rft) Page 2 0 Company G & S Structural Engineers January30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries -Warehouse Checked By:_ Sketch m 1 ft X A {� B -0 x T w Df G D 4 ft T 4 £t X Dir. Steel: 1.18 int (6,#4) Z Dir. Steel: 1.18 in (6 #4) Bottom Rebar Plan 2 in 2 in Geometrv. Materials and Criteria rA q LO .0 m DFooting Elevation G @10 in 24 in I T12#5 N p ,1 Pedestal Rebar Plan Length :4 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :24 in Concrete f'c 2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code ACI 318-02 Footing Top Bar Cover 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover 3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitled.rft) Page 1 3.7 ) Project_� e%/N r4� - ` � �1r Project No. 066,US Date /-50-06 Designed By/ -r U17i.rJ-�'�.irr�� /�/in/mura 4,4oa5 14, (%y —A /Z A,. I�r0'kY_va -Uy x-' 2(q) rL- z volr ' /Z- >'S yw-4 29e3 fir`s e r°" Tom-- €kv : YF, 11„ AL/eyaez - Zq inz = Z -*Y e.- 1 -105 - CO rrtA NkW vJ/%/ ,n•'P(I-V '" /n A%m/imves -r —� ��eca�eJy 44,63 _ 12- "/ y-'VHY �/ ru` �/ [9'X"% -W w/ZIXZ�/�ie— G&S Structural Engineers Sheet 3<1D Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number: 08005 Upper Valley Industries -Warehouse Checked By: Loads DL LL Soil Bearing +p +Vx +Vz +Mx Kim +Mz +Over i A D D C D C A D Ratio Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (in' ) ACI 9-1 1.4DL+1.7LL 1.928 .052 5.355 .145 ACI 9-2 1.05DL+1.275LL+1.275WL 1.446 .039 4.016 .109 ACI 9-3 .9DL+1.3WL .352 .009 .979 .026 IBC 16-5 1.2DL+lLL+1EL 1.281 .035 3.559 .096 IBC 16-6 .9DL+1EL .352 .009 .979 .026 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 173.25 k One Way (X Dir. Cut) Vc 34.65 k One Way (Z Dir, Cut) Vc: 34.65 k Punching X Dir. Cut Z Dir. Cut Description Cateqories and Factors Vu(k) Vu/0Vc Vu(k) Vu/0VC Vu(k) Vu/0VC ACI 9-1 1.4DL+1.7LL 15.108 .116 .428 .016 3.855 .148 ACI 9-2 1.O6DL+1.275LL+1.275WL 11.331 .087 .321 .012 2.892 .111 ACI 9-3 .9DL+1.3WL 2.761 .021 .078 .003 .705 .027 IBC 16-5 1.2DL+1 LL+1 EL 10.042 .077 .285 .011 2.563 .099 IBC 16-6 .9DL+1EL 2.761 .021 .078 .003 .705 .027 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc:23.55 k Vs: 13.005 k Vu: 0 k Shear Along Z Direction Vc:26.175 k Vs: 28.909 k Vu: 0 k Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.047 Phi :.7 Parme Beta:.65 Pu :19.72 k Mux :0 k -ft Muz: 0 k -ft Pn : 603.237 k Mnx : NA Mnz: NA Mnox:NA Mnoz :NA Pedestal Bars: 8 #5 % Steel: .852 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq./Lpro.: 2.182 Vu/b Vn: 0 yi:.76 Vulf5 Vn: 0 RISAFoot Version 2.Oa (Untitled.rft) Page 2 S.q Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Sketch x .75 ft „ A} ¢ B Ln r N y �+ w a n Z 3.5 £t C 3.5 ft X Dir. Steel: .98 int (5,#4) Z Dir. Steel: .98 int (5 #4) Bottom Rebar Plan 75 in Z 75 in Geometry. Materials and Criteria q N M Footing Elevation r .,i 24 in C« @10 in N T[ 8#5 ri N rl Pedestal Rebar Plan Length :3.5 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :3.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :12 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code : ACI 318-02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitled.rft] Page 1 3.0 Project �rj!S>47/E° Project No. Date Designed By nuc r�S 'p, �,qj",p xw3q 4°3b --- 41 /,?"x 's -Le'" %l?74 purr U�lir� -Vy%2.S p i61 %2 -)ISD t Z,.5Ilo K f (, xtv3iq o P+- z,, t /2'-S Vel -7- e 10" LA0 - lLrb zz -74 �P.T 1i'I�'li -f 4^=aJ/ 4-06 — /z,X y2eU °k H -10 /' G&S Structural Engineers Sheet 3. 7 Designed By i 1�OG//4 . fs4�117 c No. Date /—.SO—bq be, s G�14L•G,7Gr?� rr./ G&S Structural Engineers Sheet 3- to Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries -Warehouse Checked By: Loads DL LL +p +Vx +Vz A. Q+Mx +Mz +Over momMW A D D C D C A D Soil Bearing Ratio Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) 7 Dir As (in21 Mu -77 (k -M x Dir Gc /in2 ACI 9-1 1.4DL+1.7LL 38.925 1.072 66.564 1 1.864 ACI 9-2 1.OSDL+1,275LL+1.275WL 29.194 .799 49.923 1.384 ACI 9-3 .9DL+1.3WL 7.03 .19 12.022 .326 IBC 16-5 1.2DL+ILL+IEL 25.830. .706 44.185 1.221 IBC 16-6 .9DL+IEL 7.03 .19 1 12.022 .326 Note: Overburden and footing self weight are included in the DL load case. Footinq Shear Check Two Way (Punching) Vc: 212.85 k One Way (X Dir. Cut) Vc 69.3 k One Way (Z Dir. Cut) Vc: 69.3 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/0c Vu(k) Vu/,OVc Vu(k) Vu//?5V ACI 9-1 1.4DL+1.7LL 100.026 1 .627 24.53 .472 35.585 .685 ACI 9-2 1.05DL+1.275LL+1.275WL 75.02 .47 18.397 .354 26.689 .513 ACI 9-3 .9DL+1.3WL 18.066 .113 4.43 .085 6.427 .124 IBC 16-5 1.2DL+ILL+IEL 66.396 .416 16.283 .313 23.621 .454 IBC 16-6 .9DL+IEL 18.066 .113 4,43 .085 6.427 .124 Note: Overburden and footing self weight are included in the DL load case. Pedestal Desian Shear Check Results (Envelope) Shear Along X Direction Va44.2 k Vs: 18.307 k Vu: 0 k Vu/u; Vn: 0 0:.75 Shear Along Z Direction Vc: 47.7 k Vs: 39.512 k Vu: 0 k Vu/0 Vn: 0 Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.136 Phi :.7 Parme Beta:.65 Pu :99.157 k Mux :0 k -ft Muz: :0 k -ft Pn :1040.86 k Mnx :NA Mnz: : NA Mnox: NA Mnoz :NA Pedestal Bars: 12 #5 % Steel:.719 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq./Lpro.: 2.182 RISAFoot Version 2.Oa [Untitled.rft] Page 2 3.s Date and Time: 1/31/2008 11:46:29 AM MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude =-111.609017 Period MCE Sa (sec) (%g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FVS1. Fv = 2.03 2,� Telephone: (208) 523-6918 Project: Location Building Code: Design Loads: G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E-mail: gs@gsengineers.net DESIGN CRITERIA Fax: (208) 523-6922 Upper Valley Industries - Warehouse (Project #08005) Rexburg Idaho 2006 International Building Code (IBC) Roof: Snow Load (SL): 35 PSF (Importance factor = 1.0) Dead Load (DL): 15 PSF Collateral Load (CL) 5 PSF Floor: 6" & 4" Concrete slab on grade Soil: Assumed soil type: clay, sandy clay, silty clay, clayey silt, silt and sandy silt Allowable soil pressure: 1500 PSF (Per IBC Table 1804.2) Design soil pressure: 1500 PSF Wind: 90 -mph 3 -second gust Exposure C Importance factor: 1.0 Seismic: Ss = 60.6% g SDs = .531 g S1 = 19.3% g Sol = .261 g Site class D Design Category D Importance factor 1.0 Sheet 1.1 C Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries -Warehouse Checked By: Sketch 2.167 ft X „A�— ¢ B WI M din M co .? N �s Z Di C 7 ft 1=] 7 ft 8.56 in 8.56 in X Dir. Steel: 1.96 int (10,#4) Z Dir. Steel: 1.96 int (10 #4) Bottom Rebar Plan Geometry. Materials and Criteria Z Footing Elevation 3�2�in � jf 12#5 H N .i Pedestal Rebar Plan in V .ri Length :7 ft 4J i :0 in 44 m :1500 psf Steel fy :60 ksi N D CH Z Footing Elevation 3�2�in � jf 12#5 H N .i Pedestal Rebar Plan in V .ri Length :7 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :7 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :16 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :32 in Design Code :ACI 318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitled.rft] Page 1 3111 n a Y9::C OY t 9I UCU yy iW HVnSV pU VVi tlMY •YiC W6>iY 6P1 �o OFA••' o -- a— K 0 0 N W i� 3, z.7 Wall: 4, Frame at: 16/2/0 Frame ID:Rigid Frame Reactions Package Frame Type:Rigid Frame O 0 Values shown are resisting forces of the foundation. Date: 1/25/2008 Time: 7:44:49 AM Page: 35 of 62 Reactions - Unfactor'ed Load 1 at! fame cross xcnov: Type Exterior Column X -Loc 0/0/0 Gridl-Grid2 24 Base PlateWxL(in.) 8x13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4.0.750 Column Base Elev. 100'-0" c Exterior Column 40/0/0 2-D 8x13 0.375 4-0.750 100'-0" Gridl-Grld2 Load Type Dem Hz V Hx Hz VD Desai tion I Hx Fina VHx -0.4 - 0.9CG Cs Frm .5 -0.3 - 0.5S 1 k Frm - •3.2 - 5.8SD Frm - �9.� -5.0 - 9.2USI• [Hx Frm - 3.3 •2.8 - 6.1•Usl Frm 6.1 -2.8 - 3.3WI> Fnn - -2.9 0.2 - -1.9<Wl FM - .1.9 2.2 -2.9W2> Frm - -2.0 -0.1 - -0.9 <W2 Fran 0.1 - -0.9 1.9 - -2.0 CU Fm _ _ _ _ _ Fj Fm -0.4 -0.3 -0.4 0.3 _ EG+ Frm 0.1 - 0.1 -0.1 0.1 <E FM 0.4 - 0.3 0.4 - -0.3 EG- Frm -0.1 - -0.1 0.1 - -0.1 WPAI Brc -0.8 - -1.7 0.8 - .1.7 _ WPDI Bre -0.8 1.6 -0.1 1.0 1.5 -3.5 WPA2 Brc .0.5 - 0.2 0.6 - 0.1 ' WPD2 Bre -0.6 0.5 -2.2 0.8 0.4 -1.6 - - WPBI Bre -0.9 - .1.6 0.7 - .2.0 WPCI Brc .0.9 1.5 -3.6 0.9 1.6 •3.7 WPB2 Brc .0.7 - 0.3 0.5 -0.2 WPC2 Brc -0.7 0.4 .1.8 0.6 0.5 -1.9 EB> Brc -0.0 - 0.6 0.0 - 0.6 <EB Brc 1 0.0 1 0.8 1 -0.6 1 -0.0 1 0.8 1 -0.6 Frame Reactions. Factored Load Cases at Frame Cross Section: 2 -^ •, , se .r.,.e Note: All reactions based on 2nd oreer snucmrw anw sus us... u�o,.•��• •-.••a .,•.. •••-..•...• X -Loc 0/0/0 40/0/0 Gridl-Grld2 2.1 2-1 Ld Desai tion I Hx I Hz VHx Hz V Cs (application factor not shown k (k (k) 1 k VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe „26 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 37 of 62 76 D+ CG+<E+EG++ <EB 0.8 0.5 1.1 -0.6 0.5 1.0 •� ..•• HrzGut o •-•... Load - Uplift 77 D + CG + <E + EG+ + <EB 1.1 0.2 1.5 -0.4 0.2 1.1 - - - 78 D + CU + I> + EG. + <EB 0.1 0.5 -0.1 -0.3 0.5 0.1 (Vy) Case (-MM) 79 D+CU+F7+EG- +<EB -0.1 0.2 0.0 -0.5 0.2 0.5 - - - 80 D + CU + <E + EG- + <EB 0.3 0.5 0.1 -0.1 0.5 -0.1 in -k - - 81 D + CU + <E + EG- + <EB 0.5 0.2 0.5 0.1 0.2 0.0 - - - 82 D+CG+S+E>+EG++<EB 1.1 0.4 1.9 -1.3 0.4 2.0 - - - 83 D+CG+S+E>+EG++<EB 0.9 0.2 2.0 -1.5 0.2 2.4 2 - - 84 D+CG+S+<E+EG++<EB 1.3 0.4 2.0 -1.1 0.4 1.9 - - 85 D+CG+S+<E+EG++<EB 1.5 0.2 2.4 -0.9 0.2 2.0 86 D+CG+<EB+EG+ 0.8 1.4 0.4 -0.8 1.4 0.4 87 D+CU+<EB+EG- 0.2 1.4 -0.6 -0.2 1.4 -0.6 88 D+CG+S+<EB+EG+ 1 1.2 1 1.0 1.5 1 -1.2 1 1.0 1 1.5 1- Maximum Combined Reactions Summary with Factored Loads - Framing Note: All TMMOt6 Grid DaSen on <nn Hrzleft - Load r suuuww Ha Right ami Load ma wm Hrzln we v.w• ILoad •� ..•• HrzGut o •-•... Load - Uplift Load Vrt Down Load Mom cw Load Mom ccw Load X -Loc (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (•Vy) Case (Vy) Case (-MM) Case (Ma) Case k I k k k k in -k in -k 0/0/0 24 1 1.9 9 8.9 2 -- 1.6 38 3.6 39 16.4 2 - - 40/0/0 2•D 8.9 2 1.9 10 1.6 50 3.2 51 16.4 2 - VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe y C Y O . O 5a "° e'ESIMI V9EG68EN O •u • Of�tl C;VYV; CC qv MC e•.i ii>>>id T00X00 Loom zooxaa 0 rJ T r ,9 mrv.N..rvn..� 3,30 I 1 1 1 I ISOi01 T00X29 s I I gISOiSd 1 • I V I CMS KM u 00mm � I i p N u $ C m m reosu NP m T00%98 ISOM 1 II cry I S m.... ... . .. .. .. ................ I ' 1 Isozva K Toona o' F' iy .. . . . .. . . .. . . . . . �p T� .i/L 8-i1T ................. .nnnnnnnnnnn.nnnn 0 rJ T r ,9 mrv.N..rvn..� 3,30 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 10 of 62 Wall: 4, Frame at: 0/6/0 Frame IDA" Post & Beam Frame Type:Post & Beam V © U Values shown are resisting forces of the foundation. Reactions - Unfactored Load '1' et arame cross xcnon: < Exterior Column Interior Column Interior Column Interior Column Interior Column Type X•Loc 0/0/0 18/6/0 38/6/0 61/6/0 81/6/0 Gridl-Grid2 2-M 2-L 2-G 2-E 8x10 2•B 8x10 Base Plate W x L(in.) 8x10 8x10 8x10 0.375 Base Plate Thickness (in.) 0.375 0,375 0.375 2-0.750 0.375 2.0.750 2-0.750 Anchor Rod Qty/Diam. (in.) 2-0.750 2-0.750 100'4" 100'4" 100'4" Column Base Elev. 100'-0" 100'-0" VY Hx Hz Vy Hx Hz I V Load Type Desc. Hx Vy Hz Vy Hx Hz 0.9 D Frm - 0.4 - - 0.9 - 1.1 0.8 - - 1.1 0.8 - - - - 0.7 CG Frm - 0.3 - - 0.7 4.8 - 5.0 - - 5.0 - 4.8 L ASL^ Pan Frm - 1.9 -0.3 - - 2.7 - - 2.3 - 2.3 - 2.7 ^ASL Fnn - 2.2 - 2.1 - - 2.7 - - 2.7 9.4 - - - 2.1 8.7 S Prot - 3.4 - - 8.7 - 9.4 - - SD USI • Frm I m - 1.1 - - - - - 2.2 - - 4.3 - - 13.7 - B.6 *USI Frm - 3.4 - - 8.8 - - 13.7 - 4.3 - 2.2 W1> Fm -0.7 -1.5 - 2.0 4.5 0.7 4.3 - 0.7 -3.2 - 2.0 -3.1 <WI Frm 0.9 -1.4 - .1.8 -3.1 - -0.6 -3.2 -0.6 4.3 -1.8 4.5 W2> Fnn -1.1 .0.9 - - -3.1 - - •3.0 - •1.9 - - - -1.7 -3.1 <W2 Frm 0.5 -0.8 -1.7 - -1.9 - - -3.0 Cu E> Frm Frm - -0.0 - - - 0.0 - - - 0.0 - 0.0 - - 0.0 - EG+ Frm - 0.1 - - 0.2 - - 0.2 - 0.2 - 0.2 <E I= 0.0 - .0.0 - - -0.0 - -0.0 - - -0.0 - EG- Frm -0.1 - -0.2 .0.2 - - -0.2 - - -0.2 WPAI Brc 0.8 •1.9 - - -3.8 - .3.1 - •3.2 - - -3.4 •2.6 WPDI Brc 0.8 .1.4 - - -2.8 - •2.3 - - •2.4 -1.9 .2.0 WPA2 Bre 0.3 -1.3 - -2.3 .1.8 •1.0 - - -1.1 - •1.2 WPD2 Bre 0.3 -0.8 - -1.4 -3.2 - •3.1 - -3.8 WPBI Brc 0.8 -1.4 - - -3.4 - - -2.4 - - -2.3 - -2.8 WPCI Bre 0.8 -1.1 - - •2.6 - - -1.9 - - -1.8 - - .2.3 WPB2 Bre 0.3 -0.8 - -2.0 -L0 - .1.4 WPC2 Brc 0.3 0.5 - •1.2 - - -l.l - - - - EB> Brc - - - - - - <EB Brc X-I.oc 100/0/0 Gridl -Grid2 I 2-A VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 3r31 101 Reactions Package D+CG+L+WPB2 -0.2 1.1 D+CG+S+WPB2 -0.2 2.2 D+CG+WPC2 -0.3 -0.1 D+CU+WPC2 -0.3 -0.6 D+CG+L+WPC2 -0.2 I.5 D+CG+S+WPC2 -0.2 2.6 D+CG+D+EG++EB> -0.0 0.7 D+CG+D+EG++EB> -0.0 0.7 D+CG+<E+EG++EB> 0.0 0.7 D+CG+<E+EG++EB> 0.0 0.7 D+CU+E>+EG-+E)3> -0.0 0.2 D+CU+E>+EG-+EB> -0.0 0.2 D+CU+<E+EG•+EB> 0.0 0.2 D + CU + <E + EG- + EB> 0.0 0.2 D+CG+S+E>+EG++EB> -0.0 1.2 D+CG+S+E>+BG+ EB> -0.0 1.2 D+CG+S+ 13+EG 1313> 0.0 1.2 D+CG+S+ 13+EG++EB> 0.0 1.2 D+CG+EB>+EG+ 2-M 0.7 D+CU+EB>+EG- - 0.2 D+CG+S+EB>+EG+ - 1.2 D+CG+E>+EG++<EB -0.0 0.7 D+CG+D+EG++<EB -0.0 0.7 D + CG + <E + EG+ + <EB 0.0 0.7 D+CG+<E+EG++<EB 0.0 0.7 D+CU+D+EG-+<EB 40 0.2 D+CU+D+EG.+<EB -0.0 0.2 D+CU+<E+EG-+<EB 0.0 0.2 D + CU + <E + EG- + <EB 0.0 0.2 D+CG+S+E>+EG++<EB -0.0 1.2 D+CG+S+E>+EG++<EB -0.0 1.2 D+CG+S+<E+EG++<EB 0.0 1.2 D+CG+S+ E+EG++<EB 0.0 1.2 D+CG+<EB+EG+ - 0.7 D+CU+<EB+EG- - 0.2 n+CC, +S+<EB+EG+ - 1.2 Maximum Combined Reactions Summary with Factored Loads . Framing Date: 1/25/2008 Time: 7:44:49 AM Page: 14 of 62 Note. MII IGIlA1Vll] Grid WJW uV aVu Hm left v.uw Load eu u.nu. Ha Right u. u.... Load ..........p Hm In .-.... Load -..... . Ha In Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load X -Loc (.Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Cele (Vy) Case (-Mm) Cele (Mm) Case (k) (k) (k (k) (k) (k On -k) in -k 0/0/0 2-M 1.1 14 0.9 - 1.7 47 4.1 8 - - - 18/6/0 2-L - - 13 2.0 12 3.9 16 10.5 11 -38/6/0 2-G - - 13 0.7 12 3.6 16 15.6 11 -61/6/0 2-E - -13 L- 0.7 12 3.6 17 15.6 1081/6/0 2-B -13 2.0 12 3.9 17 10.5 10100/0/0 2•A 0.9 12 1.1 - 1.7 63 4.1 8 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 3,Sz. Ertl° °ou eiee"D qO��Y UUVV9 •.s>>0. °.nnNnnon ktFh.O-A-�.D/L i -d{ e ofozsoax 1 1 o � � S 0601B11C11 C%OOD y n N 1 ep6 n s sarus I 1 1 m 3 1 cye 000 1 u 1 Droma c€ � I � 1 00 1 OLOYSdI I I 1 OD 1 1 _ N 1 1 � Y9 DBLl1 BZi 1 a 1 o 1 y 1 til 1 � I 08050!1 F a Z OBOfY ~ 0 1 F U I y 1 y 1 y O a YOOYY'I U 1 1 u til 1 1 1 N IrDI"1 I 1 1 n 1 I I .N 1 m 1[01"1 1 N 1 OIOIu 1 1 DLaI"s � 1 1601U(C) ro0kJ 1 OsoL00a>rl o— -----.------ ���,,, 171 tn� 1Y' d/L i -.L ,gl k --.L/1 IB-Jl r 9 N V S e nNn.n.nm: 313..3 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 17 of 62 Wall: 4, Frame at: 24/0/0 Frame m:Rigid Frame Frame Type:Rlgid Frame UrU Values shown are resisting forces of the foundation. n...,..e.,..- _ n..ree.,..w r .,ea � e. m-eme r...sa ceeann. a Type X -Loo Gridl-Grid2 Base Plate W x L(in.) Base Plate Thickness (m.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column o/aro 3-M 11x13 0.500 4-1.500 109-0" Exterior Column 100/0ro 3-A 11x13 0.500 4-1.500 100'-0" Load Type Desc. Hx VY FIX V D Frm 5.3 6.0 -5.3 6.0 - - CO Frm 3.5 3.6 .3.5 3.6 - - S Frm 40.8 42.4 -00.8 42.4 - - - SD Frm - - - - USI* Frm 34.7 24.4 -34.7 41.8 - - 'USI Frm 33.6 41.8 -33.6 24.4 - - - WI> Frm -15.8 -15.8 11.1 -13.1 - - <Wl Frm -11.1 -13.1 15.9 -15.8 - - - W2> Frm -10.6 -9.3 5.9 -6.6 - - - <W2 Eno -6.0 -6.6 10.7 -9.3 - Cu Frm _ _ _ _ E> Frm -2.8 -I.0 -2.6 1.0 - - - EG+ Frm 0.9 0.9 -0.9 0.9 - - - <E Frm 2.8 1.0 2.6 .1.0 - - - EG- Frm .0.9 -0.9 0.9 -0.9 - - WPAI Bm -13.3 -17.3 13.5 -15.9 - - WPDI Brc -9.6 -12.8 9.8 -12.0 - - WPA2 Brc -8.1 .10.7 8.4 -9.4 - - WPD2 Brc -0.4 -6.3 4.6 -5.5 - - WPBI Brc -13.6 .15.9 13.3 .17.3 - - - WPCI Brc -9.8 .12.0 9.6 .12.8 - - - WPB2 Brc -8.4 -9.4 8.1 -10.7 - - - WPC2 Brc -0.6 .5.5 4.4 .6.3 - - - EB> Brc - - - - - - <EB Brc Frame Reactioas - Factored Load Cases at Frame Cron Section: 3 Note: en rea.nnnc basad on Intl nrder cm ichtrnl nnnivdi nsinv the Direct Analvsis Method X -Loc 0/0/0 100 Grid] -Grid2 3-M 3-A Ld Descri 'on1 Hx I Vy Hz I V Cs (application factor not shown (k) I (k) I (k k VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 2,3,% Date: 008 Reactions Package Time: 7:44:47:a4:a9 AM a Page: 19 of 62 76 D + CG + <E + EG+ + <EB 10.2 10.6 -8.7 10.0 77 D+CG+<E+EG++<EB 12.0 11.2 -7.1 9.4 78 D + CU+ I> + EG- + <EB 1.8 2.7 -3.3 3.3 79 D + CU+ E> + EG- + <EB 0.1 2.0 -4.9 3.9 80 D + CU +<E + EG- + <EB 3.3 3.3 -1.9 2.7 81 D + CU + <E+ EG- + <EB 5.1 3.9 -0.3 2.0 82 D+CG+S+E>+EG++<EB 14.8 16.3 -15.9 16.7 83 D+CG+S+E>+EG- + EB 13.5 15.8 -17.2 17.2 84 D+CG+S+<E+EG++<EB 16.0 16.7 -14.9 16.3 85 D+CG+S+<E+EG++<EB 17.3 17.2 -13.7 15.8 86 D+CG+<EB+EG+ 9.4 10.3 -9.4 10.3 87 D+CU+<EB+EG- 2.6 3.0 •2.6 3.0 88 D + CG + S + <EB + EG+ 15.4 16.5 -15.4 16.5 Maximum Combined Reactions Summary with Factored Loads • Framing Note- All reactions based on 2nd order structural analvsis usine the Direct Analvsis Method X-Loe Grid Ha leftra.d Hrz Right Load Hm In Load Ha Out Load Uplift Load Vrt Down Load Mom Cw Load Mom m Load (.HX) (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mm) Case (Mzz) Case k k k k k in -k in -k0/0/0 3-M 12.649.6 1 - - 13.7 36 52.1 1100/0/0 3-A 49.6 12.7 10 13.6 48 52.1 1 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe I Z' Y) N IA \ 2�. 31 110 L V v e — w �i H OSo 25Od]C —e I .nyym Duiu if 11 �uue U.l CO 1 GWF V1 i 5 iw 899 ' Lfi� i a . re0ius coe i e < ee a Y a Df0H3 D ry I w mS VVVU� n I wa M � 4 0 z O 1 Drorul I I e 1 1 y Lv De0iu1 .z. 1 N 1 1 � 1 Deosul q Z odosu 0 1 w 1 F 1 U 1 til DDnu rn 1 y I W 1 z I U 1 1 e 1 w � Y9orW jf 1 1 w 1 1 1 11 n rCDY¢d II pp I 1 7.w.ry nnn .� 1 1 c • • OLOIYd r j ° R 1 m �nnnrvrvnn I 1 ZOOd> i� I � e • e . • e � . DSOZ50d>N `Y�1 pwmnNnNNw e_ 0- 94.r/f Z- L 5° miemmmmmmm r �e ° ziwnm.mmrm 6 nmrvwnm� mm tl mm.nnw❑ I Z' Y) N IA \ 2�. 31 110 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM r Page: 20 of 62 Wall: 4, Frame at: 49/0/0 Frame rD:Rigid Frame Frame Type:Rigid Frame Ut0 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 4 u Type X -Loc Crridl-Grid2 Base Plate W x L(in.) Base Plate Thickness (in.) Anchor Rod Qry/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-M i1 x13 0.500 4-1.500 100'-0" Exterior Column 100/0/0 4-A 11x13 0.500 4-1.500 109-0" I Description Hx I Vy Hx Load Type Desc. Hx VY Hx V D Fran 5.5 6.2 -5.5 6.3 - - CO FM 3.6 3.8 •3.6 3.8 - - - S Frm 42.2 43.8 42.2 43.8 SD FM - - - - - USIO Frm 35.7 25.2 -35.7 43.1 - - -Usl Frm 35.0 43.1 -35.0 25.2 - - - WI> Frm -15.7 -15.6 11.0 -13.0 - - - <W1 Frm -11.0 -13.0 15.7 -15.6 - - - W2> Frm -10.3 -8.9 5.7 -6.3 - - - <W2 Frm -5.7 -6.3 10.3 -8.9 - Cu Fran - - - - - F> Frm -2.8 -1.1 -2.7 1.1 - - - EGf Frm 0.9 0.9 -0.9 0.9 - - - <E Frm 2.8 1.1 2.7 -1.1 - - - EG- FM -0.9 -0.9 0.9 -0.9 - - WPAI Brc -11.9 •15.6 12.2 -14.5 - - - WPDI Brc -11.8 -15.4 12.0 -14.3 - - WPA2 Brc -6.6 -8.9 6.8 -7.7 - - - WPD2 Bre -6.4 -8.7 6.6 -7.6 - - WPB1 Bre •12.2 •14.5 12.0 •15.6 - - - WPCI Bre -12.0 -14.3 11.8 •15.4 - - - WPB2 Bre .6.8 -7.7 6.6 -8.9 - - - WPC2 Brc -6.6 -7.6 6.4 -8.7 - - - EB> Brc <EB Brc Frame Reaction - Factored Load Cases at Frame Cross Section: 4 Note: All rmactinnc haezd nn 9nd order analysis usino the Direct Analysis Method X -Loc 100/0/0 id2 40/0/0 Gridl -Gr-M 4-A Ld I Description Hx I Vy Hx I V Cs (application factor not shown (k) I (k k k VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe ;, ` -1 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Nee: 22 of 62 76 D+CG+<E+EG++<EB 10.5 10.9 -9.0 10.4 77 D+ CG+<E+EG++ <EB 12.3 11.6 -7.3 9.7 78 D + CU + D + EG- + <EB 1.9 2.8 -3.4 3.4 79 D + CU+ E> + EG- + <EB 0.1 2.1 -5.1 4.1 80 D + CU+<E + EG- + <EB 3.4 3.3 -1.9 2.8 81 D+CU+<E+EG- +<EB 5.2 4.0 -0.2 2.1 82 D+CG+S+E>+EG++<EB 15.4 16.8 -16.5 17.3 83 D+CG+S+E>+EG++<EB 14.0 16.2 -17.8 17.8 84 D+CG+S+<E+EG- + EB 16.5 17.2 -15.4 16.8 85 D+CG+S+<E+EG++<EB 17.9 17.7 -14.1 16.3 86 D+CG+<EB+EG+ 9.8 10.6 •9.8 10.7 87 D+CU+<EB+EG- 2.7 3.1 -2.7 3.1 88 D + CG+ S +<EB + EG+ 15.9 17.0 -15.9 17.1 Maximum Combined Reactions Summary with Factored Loads - Framing Mare All ren&inna kneed en Ind nrder cmimvnl nnnlvcic ucinothe NeP& Annlvcic Methnd X -Loc Grid Haleft Load HrARigh[ Load Haln Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Momccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Cue (•Mzz) Case (Mm) Case W k k k k k in -k in -k 0/0/0 4-M 12,4 9 SI.3 1 - 11.9 9 53.7 100/0/0 1 4A 51.3 1 12.4 10 11.8 10 53.8 1 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe eee= 6� 4nry rvrvry w �0 �tnrvman ml -m Od„6 666 6 H+.D-s4-Y/L z-,tt '�T' OSOLS Dd DC e_ 09931L11F z %`Coo, 1 I OEO t6lI 1 I I 1 I O BO tHdI' I I o I 1 I i 1 ooiov 1 1 I 1 osorea I I a I 1 1 n ero[a[ 1 1 I 1 O[O'us' I I 11 1009H.11 E1 SDDX� 1 1 osozsoaxl Y.2/t 8-Yl� Ow i T I M ` � I Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 23 of 62 Wall: 4, Frame at: 74/0/0 Forme ID:Rigid Frame Frame Type:Rigid Frame UrU Values shown are resisting forces of the foundation D....H....a _ LLdnttcred Land T- of F4n•ne l-SanHnn• G 0 Type X -Loc Gridl -Grid2 Base PlateWxL(in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 010/0 5=M 11x20 0.500 4-1.500 1001-0" Exterior Column 100/010 5•A 11 x20 0.500 6-1.500 1001-0" I Vy Hx Vy Cs (application factor not shown k Load Type Desc. HX V Fix V D Frm 5.6.3 •5.6 6.3 - - - co Frm 3.7 3.8 -3.7 3.8 - - - S Fran 42.6 3. -42.6 43.8 - SD Frm 5.1 5.3 -5.1 5.3 - - - USI• Fm 35.7 25.1 -35.7 43.1 - -USI Frm 35.8 43.1 -35.8 25.1 - - - WI> Frm -16.4 -16.3 11.8 -13.6 - - <Wl Pon -11.8 •13.6 16.4 -16.3 - - - W2> Frm •11.0 -9.6 6.4 •6.8 - - - <W2 FM .6.4 -6.8 10.9 -9.6 - - - CU Frm - - - - - Fi Frm -2.7 -1.1 .2.8 1.1 - - EG+ Frm 0.9 0.9 -0.9 0.9 - - - <E Frm 2.7 1.1 2.8 -1.1 - - - EG- FM -0.9 -0.9 0.9 -0.9 - - WPAt Brc -10.0 -13.2 10.2 -12.4 - - - WPDI Brc •13.9 -17.8 14.2 -16.4 - - WPA2 Brc -0.6 -6.5 4.8 -5.7 - - - WPD2 Brc -8.5 -11.1 8.7 -9.7 - - - WPBI Brc -102 •12.4 10.0 -13.2 - - - WPCI Brc -14.2 •16.4 13.9 -17.8 - - WPB2 Brc -0.8 -5.7 4.6 .6.5 - - - WPC2 Brc -8.7 -9.7 8.5 -11.1 - - EB> Brc - - - <EB Brc Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Mm- ell -nr nne Mend nn Ind order a im irnl nnnlvcie u<inv the Direct Analysis Method X -Lac 0/0/0 100/0/0 Gridl-Grid2 5-M 5-A Ld Description I Hx I Vy Hx Vy Cs (application factor not shown k k (k k VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe �,vo Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 25 of 62 76 D+CG+<E+EG++<EB 10.6 11.0 -9.1 10.4 77 D+ CG+<E+ EG+ + <EB 12.4 11.6 -7.4 9.7 78 D + CU+ E> + EG- + <EB 2.0 2.8 •3.5 3.4 79 D+CU+b+EG- +<EB 0.2 2.1 -5.2 4.1 80 D + CU+<E + EG- + <EB 3.5 3.4 -2.0 2.8 81 D + CU+ <E + EG- + <EB 5.2 4.1 -0.2 2.1 82 D+CG+S+E>+EG++<EB 15.5 16.8 -16.7 17.3 83 D+CG+S+E>+EG++<EB 14.2 16.3 -18.0 17.8 84 D+CG+S+<E+EG++<EB 16.6 17.3 -15.5 16.9 85 D+CG+S+<E+EG++<EB 18.0 17.8 •142 16.3 86 D+CG+<EB+EG+ 9.9 10.7 -9.9 10.7 87 D+CU+<EB+EG- 2.7 3.1 -2.7 3.1 88 D + CG + S + <EB + EG+ 16.1 17.1 -16.1 17.1 Maximum Combined Reactions Summary with Factored Loads • Framing Nntc All rcnennnc hncPA nn 2nd nrdar atmchnnl nnnl,ic nnino thr. Dirrct Analysis Methnd X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load H2OuI Load Uplift Load VR Douro Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case I (Hz) Case I (-Vy) I Case I (Vy) Case (-Mm) Case (Mm) Case k k k k k k) : (in -k) (in -k 0/0/0 5-M 13.0 9 56.9 2 - - - 14.1 39 59.0 2 - - - - 100/0/0 1 5-A 1 56.9 1 2 1 13.0 1 10 14.1 1 51 59.0 1 2 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe nnnn a.m.xx�.7 .". of $pSp�iS��_tSGo 666.On n Ni CCCfiYYO��0 7$$99$$$ VVI 7�7C7G7V770�m r1m77 • 0 VgVVVY VU.0 AA AA YM~~~444MUYY• 56¢miiii>>!W AN 1 yy q�mN wry N nmNrvrvnNP N N m M 9 nnnn a.m.xx�.7 .". of $pSp�iS��_tSGo 666.On n Ni CCCfiYYO��0 7$$99$$$ VVI 7�7C7G7V770�m r1m77 • 0 VgVVVY VU.0 AA AA YM~~~444MUYY• 56¢miiii>>!W AN 1 yy q�mN wry N nmNrvrvnNP N N m M Y n p B:.PnPPNmnmm.......NnNryNNNry. NNnnnnNN N S.....PPN....,.. m7 [� N.. .,nnnnn.... ..PmntlN�PNn❑ ^ ...................... vH. VOmnmmnNinNninmtlntlm min Nin inNVn ZLnNNmNtlnmPnnnnnn n.. n..NNNN G O°C=m mm m N/J�.0-iSHiI—IEf—t. i/L Z-iL+ 0 F0 t L r r 1021 .L/S 8 -.BL � m M Y n p NNnnnnNN N Nn..m nnm m7 [� N.. .,nnnnn.... ..PmntlN�PNn❑ u �N NNnn ? rvrvrvry e nNnn Nm tl44iiR I 4000tlY t L r r 1021 .L/S 8 -.BL � Y n p NNnnnnNN N Nn..m nnm m7 N.. .,nnnnn.... ..PmntlN�PNn❑ Wall: 4, Frame at: 0/0/0 Frame ID:CB Frame25' IC Spacing Reactions Package Frame Type:Continuous Beanq Rigid Frame Values shown are resisting forces of the foundation Reactions - Unfactored Land Tvoe at Frame Cross Section: 6 Date: 1/25/2008 Time: 7:44:49 AM Palm 42 of 62 Type Exterior Column Exterior Column X -Loc 0/010 10010)0 Gridl-Grid2 6-M 6-A Base PlateWxL(in.) 11x13 11x13 Base Plate Thickness (in.) 0.375 0.500 Anchor Rod Qty/Diam. (in.) 4-1.500 4.1.500 Column Base Elev. 100'-0" 100'-0" Load Type Dese. Fix Hz I Vy Hx Hz I V D Fran 3.5 - 4.3 -3.5 4.5 - - - CG Frm 2.0 - 2.2 -2.0 - 2.3 - - - L Frm 8.3 9.8 .8.3 - 10.3 - - - ASL^ Frm - - - - - - - IASL Frm - - - - - - S Fnn 23.7 25.9 -23.7 27.1 - - - SD Frm 16.9 - 16.3 -16.9 - 16.3 - - - USI* Fran 19.6 14.8 .19.6 - 26.0 - - - *USI Frm 20.0 - 24.3 -20.0 - 14.7 - - - Wl> Frm -12.0 - -12.3 6.9 - .10.1 - - - <Wl Frm -7.0 - -9.8 12.0 .13.0 - - - W2> Pratt -9.5 •8.2 4.4 -5.9 - - - <W2 Frm 4.5 .5.7 9.5 - -8.8 - - CU FM - - - - F> Frm -2.5 - -1.4 -2.7 - 1.3 - - - EG+ Fran 0.5 - 0.6 -0.5 0.6 - - - <E Frm 2.5 - 1.4 2.7 - .1.3 - - - EG- Fran -0.5 - .0.6 0.5 - -0.6 - - WPAI Brc 4.7 •0.0 -8.8 5.0 -0.0 -8.4 - - - WPDI Brc -6.7 . •10.5 6.9 - -9.9 - - - WPA2 Brc .2.3 .0.0 4.8 2.5 -0.0 4.2 - - - WPD2 Brc 4.2 0.0 -6.4 4.4 0.0 -5.6 - - WPBI Brc -5.0 .0.0 .8.0 4.8 -0.0 -9.4 - - - WPC] Brc -6.9 - -9.6 6.7 - -10.9 - - WPB2 Brc -2.5 -0.0 4.0 2.3 -0.0 •5.2 - - - WPC2 Brc 4.4 0.0 -5.5 4.2 0.0 -6.7 - - - EB> Brc - -0.0 -0.0 - - - - <EB Brc 0.0 1 0.0 Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Note: All reactions based on 2nd order slmctural anal sis usin the Dvect Anal sis Method I X -Loc 0/0/0 100/0/0 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 01 02 Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Pat=e: 44 of 62 D+CG+L+WPC2 8.4 0.0 9.7-8.6 Hrz Right 0.0 9.5 D+CG+S+WPC2 19.9 0.0 21.8 -20.1 0.0 22.1 D + CG+ E>+ EG+ + EB> 5.2 -0.0 6.5 -6.6 -0.0 7.5 D + CG + E> + EG+ + EB> 3.5 .0.0 5.6 -8.3 -0.0 5.4 D+CG+<E+EG++EB> 6.5 -0.0 7.3 -5.1 -0.0 6.8. D+CO+<E+EG++EB> 8.1 -0.0 8.2 -3.4 -0.0 6.0 D+CU+E>+EG- +EB> 10 -0.0 1.8 .2.4 -0.0 2.6 D+CU+D+EG. +EB> -0.6 -0.0 0.9 -4.1 -0.0 3.4 D+CU+<E+EG. +EB> 2.4 -0.0 2.6 .1.0 -0.0 1.9 D+CU+<E+FG- +EB> 4.0 -0.0 3.5 0.7 -0.0 1.1 D+CG+S+E>+EG++EB> 8.8 -0.0 10.4 -9.9 -0.0 11.4 D+CG+S+I>+EG++EB> 7.6 -0.0 9.7 .11.1 -0.0 12.0 D+CG+S+<E+EG++EB> 9.8 -0.0 11.0 -8.8 -0.0 10.9 D+CG+S+<E+EO++EB> 11.0 -0.0 11.6 -7.5 -0.0 10.3 D+CG+EB>+EG+ 5.8 -0.1 6.9 -5.8 -0.1 7.2 D+CU+1I+EG- 1.7 -0.1 2.2 -1.7 -0.1 2.3 D + CG + S + EB> + EG+ 9.3 -0.0 10.7 -9.3 -0.0 112 D+CG+E>+EG++<EB 5.2 0.0 6.5 -6.6 0.0 7.5 D+CO+E>+EO++<EB 3.5 0.0 5.6 -8.3 0.0 8.4 D+CG+<E+EG++<EB 6.5 0.0 7.3 -5.1 0.0 6.8 D+CO+<E+BG++<EB 8.1 0.0 8.2-3.4 0.0 6.0 D+CU+D+EG-+<EB 1.0 0.0 1.8 -2.4 0.0 2.6 D+CU+ E>+ EG-+ <EB -0.6 0.0 0.9d.] 0.0 3.4 D+CU+<E+EG- +<EB 2.4 0.0 2.6 -1.0 OA 19 D+CU+<E+FG. +<EB 4.0 0.0 3.5 0.7 0.0 1.1 D+CG+S+E>+EC, + EB 8.8 0.0 10.4 .9.9 0.0 11.4 D+CO+S+E>+EG++<EB 7.6 0.0 9.7 -11.1 0.0 12.0 D+CG+S+<E+EG++<EB 9.8 0.0 11.0 -8.8 0.0 10.9 D+CG+S+<E+EG++<EB 11.0 0.0 11.6 -7.5 0.0 10.3 D+CG+<EB+EG+ 5.8 0.0 6.9 -5.8 0.0 7.2 D+CU+<EB+EG. 1.7 0.0 2.2 -1.7 0.0 2.3 D + CG + S + <EB + EG+ 1 9.3 1 0.0 10.7 -9.3 0.0 112 Maximum Combined Reactions Summary with Factored Loads - Framing X -Loc Grid Ha left Load Hrz Right Load Hrzin Load ilrz Oat Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load (-Hx) Case (Hx) Case (.Hz) Case (Hz) Case (-VY) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k k k k (in•k m -k 00 6-M 9.9 15 46.1 8 0.1 89 0.0 57 9.7 15 48.7 B - 100/0/0 6-A 46.1 8 9.9 16 0.1 89 0.0 73 10.3 16 50.2 8 VPC File: 4091 Upper Valley lndustries.VPC VPC Version: 6.0e r'vy C aim oN 6NN 4 -�ry rvrvry w S:rvrvrvrvrvm. is°.rvm.NNmo OSOL50OJf I I. VT 6-.+-G-Ai.5/S Z -,Lt N % V ` C � S N i 0 "en Fm OC : M .H 3s Y V ` � S N I Wall: 4, Frame at: 21(6/0 Frame 11):Rigid Frame Uro Values shown are resisting forces of the foundation. Reactions Package Frame Type:Rigid Frame L Date: 1/25/2008 Time: 7:44:49 AM Page: 47 of 62 Reactions - Unfactored Lead at Type x -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Frame Cross Memo: Exterior Column 0/0/0 7-M I I x 13 0.500 4-1.500 100'-0" i Exterior Column 100/0/0 7-A 11 x 13 0.500 4.1.500 100'-0" 11 7-A Ld I Desai tion Load Type Dese. Hx Hz V Hx Hz V I (k) I D Fnn 4.0 - 5.6 -0.0 5.7 - - CG FM 2.9 - 3.5 -2.9 - 3.5 - - S FM 33.3 - 40.5 •33.3 - 40.5 - SD FM - USI* FM 28.0 - 23.3 -28.0 - 39.8 - - •Usl Frm 28.2 39.8 -28.2 23.3 - Wl> Prot -14.7 - -16.6 8.8 •13.4 - <Wl Fina -8.8 -13.4 14.7 - -16.6 ' W2> Frm, •10.8 - -10.1 4.9 - -6.9 - - <W2 Frm -4,9 - -6.9 10.8 - -10.1 - Cu Frm - - - - - E> Frm -2.5 - -1.2 -2.5 1.2 _ EG+ Frm 0.7 - 0.8 -0.7 - 0.8 - - <E Frm 2.5 - 1.2 2.5 - -1.2 - EG- Frm -0.7 - -0.8 0.7 - .0.8 - - WPAI Brc -10.5 -0.0 -17.6 10.9 -0.0 •16.0 - WPDI Brc -7.4 0.0 -13.0 7.6 0.0 •12.1 - - WPA2 Brc .6.6 -11.1 6.9 -0,0 -9.4 - - WPD2 Brc -3.5 0.1 -6.5 3.6 0.1 -5.5 - WPBI Brc -10.9 -0.0 -16.0 10.5 .0.0 •17.6 - - WPCI Brc -7.6 0.0 -12.1 7.4 0.0 -13.0 - WPB2 Brc -6.9 .9.4 6.6 -0.0 -11.1 WPC2 Brc -3.6 0.1 -5.5 3.4 0.1 -6.5 - EB> Brc - -0.0 - - -0.0 _ - <EB Brc 0.1 - 1 0.1 - Frame Reactions' Factored Load Cases at Frame Cross Section: 7 Note: All reactions based on 2nd order structural anar sts usm me un eu nun. ". X -Loc 0/0/0 100/0/0 Grid) -Grid2 7-M 11 7-A Ld I Desai tion I Hx I Hz I V Hx I Hz I Vy Cs I (application factor not shown) I (k (k) I k, I (k) I Jk VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 49 of 62 76 D+CG+<E+EG++<EB 8.0 0.0 10.0 -6.7 0.0 9.4 77 D+ CG+<E+ EG++ <EB 9.6 0.0 10.8 -5.1 0.0 8.6 78 D+CU+D+EG-+<EB 1.2 0.0 2.5 -2.6 0.0 3.1 79 D + CU+ 1> + EG- + <EB -0.3 0.0 1.7 -4.2 0.0 3.9 80 D + CU + <E + EG- + <EB 2.6 0.0 3.1 -1.2 0.0 2.5 81 D + CU + <E + EG- + <EB 4.2 0,0 3.9 0.4 0.0 1.7 82 D+CG+S+E>+EG++<EB 11.7 0.0 15.4 -12.7 0.0 15.9 83 D+CG+S+E>+EG++<EB 10.5 0.0 14.8 -13.9 0.0 16.5 84 D+CG+S+<E+E(3+ 1313 12.7 0.0 15.9 -11.7 0.0 15.4 85 D+CG+S+<E+EG++<EB 13.9 0.0 16.4 -10.5 0.0 14.8 86 D+CG+<EB+EG+ 7.4 0.1 9.7 -7.4 0.1 9.7 87 D+CU+<EB+EG- 1.9 0.1 2.8 -1.9 0.1 2.8 88 D + CG+ S + <EB + EG+ 12.2 0.1 15.6 -12.2 0.1 15.6 Maximum Combined Reactions Summary with Factored Loads - Framing X -Loc Grid Hrz left Load Hrz Right Load Hrzln Load Hrz Gut Lad Uplift Laad Vrt Down Load Mom cw Load MnmecW Load (-Hx) Case Mx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Ma) Cele k k k k k k in -k in -k 0/0/0 7-M 12.3 9 40.11 0.0 71 0.1 86 142 36 49.6 1 - - - 100/0/0 7-A 40.1 1 1 12.3 ]0 0.0 47 0.1 86 142 48 49.6 1 - VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe PI GN Nh N yQrm i{nN NNN .. ie 6'I O.NNNNN.. 5' E.NNANN.. Fn a.. 9Y �a gm¢iemmmmm.o y-.L..Nn.Nvl-m 4.A mm o - OOD99JIzPAzz=r-, fro$, Ii/L B -.9t M T r Y Li{ F$ OC w C � « m OSOZSOd>f ---- �----- u ----- �N o. rtD99dlzll cxOl6 I 1 ITSI9d Y � I 0101. 1 :$o OOD99JIzPAzz=r-, fro$, Ii/L B -.9t M T r Y Li{ Date: 008 7:44:4 Reactions Package Time: �:aa:a9 An -t a Page: 50 of 62 Wall: 4, Frame at: 46/3/0 Frame II):Rigid Frame Frame Type:Rigid Frame lE Values shown are resisting forces of the foundation. RaarHnnn _ rrnfaef.r.d load TV. at IF,... Cr... Section: 8 Type x -Loc Gridl-Grid2 Base Plate W x L(in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 8-M 11x13 0.500 4-1.500 100'-0" Exterior Column 100/0/0 8-A 10x13 0.500 4-1.250 100'-0" Gridl-Grid2 Load Type Desc. Hx Hz I Vy Hx I Hz V I Hx D FM 4.2 - 6.0 -4.2 I (k) 6.0 - - CG Fnn 2.8 - 3.6 -2.8 3.6 - - - 5 Fran 32.6 42.1 -32.6 - 42.1 - - - SD Finn _ _ _- Uslt Frim 27.3 - 24.3 -27.3 41.5 - - - *USI Frm 27.3 - 41.5 •27.3 24.3 - - Wl> Frm -13.7 - -15.9 7.6 -12.9 - - <Wl Frim -7.6 •12.9 13.7 - -15.9 - - W2> Fm -9.8 - -9.2 3.7 .6.1 - - - <W2 Frm •3.7 - -6.1 9.8 -9.2 - - Cu FM _ _ _- F> Front -2.6 .1.2 •2.6 - 1.2 - ECr+ Fnn 0.7 0.9 -0.7 - 0.9 - - <E Prot 2.6 - 1.2 2.6 - -1.2 - - EG- Prim -0.7 - -0.9 0.7 - -0.9 - - WPA1 Bic -8.8 -6.7 -20.9 9.1 -6.2 -19.2 - - WPDI Bre -8.8 0.0 -11.5 9.0 0.0 -10.6 - - - WPA2 Brc -5.0 •5.9 •13.2 5.3 -5.5 -11.6 - - - WPD2 Bre 4.9 0.1 •3.9 5.2 0.1 -3.0 - - WPBI Brc -9.1 -6.0 -19.0 8.8 -6.6 -20.8 - - WPCI Brc -9.0 0.0 -10.7 8.8 0.0 -11.5 - - - WPB2 Brc .5.3 .5.2 -11.4 5.0 -5.9 -13.2 - - - WPC2 Brc -5.2 0.1 .3.1 4.9 0.1 -4.0 - - EB> Brc 0.4 -21.7 -14.6 -0.4 •22.0 -14.9 - - - <EB Brc 1 -0.3 1 0.1 1 14.7 1 0.3 1 0.1 1 14.8 Frame Reactions - Factored Load Cases at Frame Cross Section: 8 Note: All reactions based on 2nd order structural analysis usingthe D'vect Anal sis Method X-Locoro/0 100/0/0 Gridl-Grid2 8-M 8-A Ld I Description Hx I Hz Vy I Hx I Hz V Cs (application factor not shown (k) I (k) (k k k (k) VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Reactions Package ;76 D+CG+<E+EG++<EB 7.9 0.1 20.8 -6.5 0.1 20.3 D+CG+<E+EG++<EB 9.7 0.0 15.3 •5.0 0.0 13.2 78 D+CU+D+EG-+<EB 1.1 0.1 12.9 .2.5 0.1 13.7 79 D+CU+D+EG-+<EB -0.4 0.0 5.9 .},3 0.0 _- 8.1 80 D+CU+<E+EG-+1 2.5 0.1 13.6 -l.] 0.1 13.0 - 8] D+CU+<E+EG•+<EB 4.3 0.0 8.1 0.4 0.0 5.9 - 82 83 D+CG+S+E>+EG++cEg 11.5 0.1 23,8 -12.6 0.1 24.4 84 D+CG+S+E>+EG++<EB 10,4 0.0 18.6 -13.9 0.0 _- 20.2 D+CG+S+E+EG++<EB 12.6 0.1 24.3 •11.5 0.1 23.9 BS 16 D+CG+S+cE+EG++<EH 13.9 0.0 20.2 -10.4 0.0 _- I B.6 D+CG+<EB+EO+ 6.9 0.2 35.9 •6.9 0.2 _ 36.1 47 D+CU+cEB+EG- I.5 0.2 28.6 -1.5 0.2 28.9 - 38 D+CG+S+cEB+EG+ 11.8 0.2 35.6 -11.8 0.1 358 Maximum Combined Reactions Summary with Factored Leads - Framin¢ Date: 1/25/2008 Time: 7:44:49 AM Page: 52 of 62 VPC sauctural Ha Riht anal sts usin the Direct Lod Anal sis Method =GridH,,-]Load Case (Ax) Case Ha In (-Hz) Load Case Ha Out Load Uplift Lead Vrt Down Load Mom cw Load Mom mw Load (Eiz) Case(•VY) Case (VY) Case (-Mzz) Case (Ma) Cae 0•1.2 100/0/0 8-A 9 39.6 1 38.0 71 0.2 86 22.6 72 51.7 I m_k (in k) 39.6 1 11.2 10 38.5 71 0.2 8-6- 6 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe &,51-0 c. 6�1 O.NNnryry.. S a: <i :9 �O '/9,ZUVVnnuVn Fd rvn.mm�m F 'i 6 0.V mmm U 1.1/t 9-.9O-.sY.d/t Z -,Li osozsae>r Q 1 Iiarulxl l I rLi1Bd I 1 orow teak Oro," I N Tod N \ 6q I I[oiY 1 1 1 1 Tod,f OHM I 1 i I 1 Oeosul I OBo99d 1 1 1 1 1 oeL?o°� 1 1 1 m 1 n 1 1 1 rcNu It i N 11 1 oxsi�a 1 1 ororu 1 1 � M rotru a II oomuler 1 I osoe9aa> Cy,O1B L to, Z/L B -,9L T CH Mm dC O 0. 3 L( / N T tN G VVannw❑ u u i� m r• a Y P w: 0A i �X �O 9 N m z z M a a z y N F U N N N N O U $aN Z W ao s D c'! O N M T N O 3 L( / nnrvnwmE `� G VVannw❑ Date: 1/25/2008 Reactions Package Time: 7:44:49 AM Page: 53 of 62 Wall: 4, Frame at: 70/7/8 Frame ID:Rigid Frame Frame Type:Rigid Frame W Values shown are resisting forces of the foundation. Reactions - Unfactored Load at Frame Cross Section: 9 0 Type x -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (m.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column ororo 9-M I I x 13 0.500 4-1.500 100'-0" Exterior Column 100/o/o 9-A 11 x 13 0.500 4.1.500 109-0' Grid] -God2 Load Type Desc. Hx I Ih I Vy Hx Hz I VY I I V D Pon 4.1 k 5.9 -4.1 k 5.9 - - CO Pon 2.8 3.6 -2.8 3.6 - - - S Fon 33.0 - 42.2 •33.0 - 42-2 - - - SD Fm - USI" Fm 27.7 24.3 •27.7 - 41.6 - - - -USI Fon 27.6 - 41.6 •27.6 24.3 - - Wl> Pon -14.9 -17.2 8.3 -13.8 - - - <Wl Pon •8.3 - -13.8 14.9 - -17.2 - - W2> Frm -11.0 - •10.4 4.3 - -7.0 - - - <W2 Fon -4.3 - .7.0 11.0 -10.4 - - - CU Fm - _ _ _ F> Pon .2.6 - -1.2 -2.6 - 1.2 - - - EG+ Frm 0.7 - 0.9 .0.7 - 0.9 - - <E Pon 2.6 - 1.2 2.6 - •1.2 - - EG- Frm -0.7 -0.9 0.7 -0.9 - - WPAI Bre .7.5 .0.1 -8.8 7.7 •0.1 -8.2 - - - WPDI Bre -10.4 6.1 •22.5 10.8 5.7 -20.5 - - - WPA2 Brc •3.5 -0.0 -2.9 3.7 -0.0 .2.2 - - WPD2 Brc .6.5 7.0 -16.6 6.8 6.4 -14.4 - - - WPBI Brc •7.7 -0.1 -8.3 7.5 -0.1 -8.9 - - WPCI Brc -10.8 5.4 -20.3 10.4 6.2 -22.5 - - - WPB2 Brc -3.7 -0.0 -2.4 3.5 -0.0 -2.9 - WPC2 Brc -6.8 6.3 -14.4 6.5 6.9 -16.5 - - EB> Brc -0.3 -0.2 14.7 0.3 -0.2 14.8 - - <EB I Brc 1 0.4 1 21.7 1 •14.7 1 -0.4 1 22.0 1 -14.8 Frame Reactions - Factored Load Cases at Frame Cross Section: 9 AH cti b=d cn 2nd -A- ewnr•nvol -J-ic acing thc. nirem An.I, c Method X -Loa 0/oro ]00/0/0 Grid] -God2 9 -M9 I -A Ld Descri tion Hx I Hz I Vy I Hz Hz I V Cs I (application factor not shown) (k) k (k) (k k VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Date: 1/25/2008 Reactions Package Time: 7:44:49 AM t Page: 55 of 62 76 D+CG+<E+EG++<EB 8.4 15.2 0.2 -7.0 15.4 -0.5 77 D + CG+ <E + EG+ + <EB 9.9 5.9 7.2 -5.2 6.0 5.0 78 D + CU + E> + EG- + <EB 1.5 15.2 -7.7 -3.0 15.4 -7.1 79 D + CU+ E> + EG- + <EB -0.3 5.9 -2.2 4.5 6.0 0.0 80 D + CU + <E + EG- + <EB 3.0 15.2 -7.0 •1.5 15.4 -7.7 81 D + CU + <E + EG- + <EB 4.5 5.9 0.0 0.3 6.0 -2.2 82 D+CG+S+E>+EG++<EB 11.9 11.4 8.3 -13.0 11.5 8.8 83 D+CG+S+E>+EG++<EB 10.6 4.4 12.5 -14.1 4.5 14.1 84 D+CG+S+<E+EGi+<EB 13.0 11.4 8.8 -11.9 11.5 8.3 85 D+CG+S+<E+EG++<EB 14.1 4.4 14.1 •10.6 4.5 12.5 86 D+CG+<EB+EG+ 8.1 38.0 -15.6 -8.1 38.5 -15.7 87 D+CU+<EB+EG- 2.6 38.0 -22.8 -2.6 38.5 -22.9 88 D + CG+ S + <EB + EG+ 12.8 28.5 -3.0 -12.8 28.9 •3.1 Maximum Combined Reactions Summary with Factored Loads • Framing Nnte- All reactions based on 2nd order structural analvsis usine the Direct Analvsis Method X -Loc Grid Ha left Lcad Hrz Righ[ Load Ha In Load Hrz Ou[ Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hz) Case (Hz) Case (-Hz) Case (Hz) Case (•Vy) Case (Vy) Case (.Mm) Case (Ma) Case (k) k k k k k in -k 0/0/0 9-M 12.4 9 40.0 1 0.3 71 38.0 66 22.8 1 87 51.7 1 1 - - 100/0/0 1 9-A 40.0 1 12.4 10 0.4 71 1 38.5 86 1 22.9 87 51.8 1 Rroeine X -Loc I Grid I Description 0/0/0 1 100/0/0 9-M 9-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column Reactions ARE included with frame reactions. VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe :`d9'd299w e •r UrvVVUUUU9 o- o° I Iso Iso i 3.� ry ry ry o- I Iso Iso i 4 ��5 ¢mmO ry n�m 5 o•.m.n n..nnnnn.,nn..nnnmmmm 5 8... .,nnnnnm.. ., .. .. ..nn. � a' N^. ............ o� w� i .�n mmnmmnmm�nmm�nmmmnm zi..rvn..¢mnmm.nnnnnnn....ry vmn m a mmrm Tva x s I.9>t 9-.9+-.0 s+-a+{t]—{ Oro= L00%d8 .Z/ T a -.Bt ML DC ¢wn A 0 M° nn.rvnm.mi mnmm�mnr❑ Wall: 4, Frame at: 94/6/0 Frame ID:2' Post & Beam Reactions Package Frame Type Post & Beam Date: 1/25/2008 Time: 7:44:49 ANI Paee: 58 of 62 Values shown are resisting forces of the foundation Reactions - Unfactored Load Tvae at Frame Cross Section: 10 Type Exterior Column Interior Column Interior Column X -Loc 0/0/0 18/6/0 38/6/0 Gridl-Grid2 10-M 10-L 10-0 Base Plate W x L(in.) 8x11 8x10 8x10 Base Plate Thickness(in-)0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 2-0.750 2.0.750 2-0.750 Column Base Elev. 102'-0" 102'-0" 102'-0" Interior Column Interior Column 61/6/0 81/6/0 IO -E 10-B 8x10 8x10 0.375 0.375 2.0.750 2-0.750 102'-0" 102'-0" Load Type Desc. Hx I Hz VY Hx Hz I VY Hx Hz V Fix Hz Vy Hx Hz I V D Fm - - 0.4 - 0.9 - - .l - - 1.1 - - 0.9 CG Front - - 0.3 - 0.8 - - 0.8 0.8 - - 0.8 L For - - 1.9 - - 4.9 .1 - - 5.1 - - 4.9 ASL- Frm - - -0.3 - - 2.7 - - 2.3 - 2.3 - 2.7 IASL Fort - 2.2 - - 2.1 - - 2.8 - 2.8 - - 2.1 S Frm - 3.5 - - 8.8 - - 9.5 - - 9.5 - - 8.8 SD Pon - USI. Fm - - 1.1 - 2.3 - - 4.4 - 13.9 - - 8.9 •USI Fmt - - 3.4 - - 8.9 - - 13.1 4.4 _ 2.3 WI> Frm -0.9 - -1.7 - 2.6 4.9 - 3.3 -4.8 3.3 -3.5 2.6 -3.4 <W1 Fnn 1.2 - •1.5 -2.3 -3.4 - -3.0 -3.5 - -3.0 -0.8 - -2.3 4.9 W2> Pont -1.4 - -1.0 - - -3.4 -3.4 - -2.2 - - •1.9 <W2 Fort 0.7 -0.9 - - -1.9 - - -2.2 - - -3.4 - - -3.4 CU Frm _ _ _ _ _ _ _ _ _ F> Frm -0.0 - - 0.0 - - 0.1 - - 0.1 - 0.0 . EG+ Prot - - 0.1 - - 0.2 - - 0.2 - - 0.2 - 0.2 <E I m 0.0 - - -0.0 - -0.1 - - .0.1 - - -0.0 - EG- Fran - 10.1 - - -0.2 - - -0.2 - -0.2 - - -0.2 WPAI Brc 1.0 -0.0 -1.5 - -3.1 - -2.4 - - -2.5 - - •2.8 WPDI Brc 1.0 -2.1 - - 4.2 - - -3.2 - - -3.3 - - -3.6 WPA2 Bre 0.4 -0.0 -0.9 - - -1.6 - - •1.1 - - -1.1 - - -1.3 WPD2 Brc 0.4 0.0 •1.5 - - -2.7 - - -1.9 - -2.0 - - -2.1 WPBI Brc 1.0 -0.0 -1.2 - - -2.8 - - -2.5 - -2.4 - - -3.1 WPCI Brc 1.0 - -1.5 - -3.6 - - -3.3 - - -3.2 - 4.2 WPB2 Bre 0.4 - .0.5 - -1.3 - - -1.1 - •1.1 - -1.6 WPC2 Brc 0.4 0.0 -0.9 - - -2.1 - - -2.0 - - -1.9 - - -2.7 EB> Brc - 10.0 - - - - - - - - - <EB I We 1 0.0 I ype =tenorcoi X -Loc 100/0/0 Gridl •Grid2 I 10-A VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Date: 1/25/2008 Reactions Package Time: 7:44:49 AM 59 of 62 Base Plate W x L (in.) Base Plate Thickness(it0.375 Anchor Rod Qry/Diam. (in.) Column Base Elev. 8 x 1 1 2-0.750 102'-0" 1 0/0/0 Load Type I Desc. Hx Hz I V -61%6/0 D Pon 81/6/0 - 0.4 Gridl-Grid2 CG Frm - - 0.3 10-0 L Frin - - 1.9 - _ ASL- Frm - V •0.3 - Hx Hz ^ASL Frm - V 2.2 - Cs S Prot k - 3.5 - k SD Fnn k k k k k it (k USI • Frrn D+CG+L - 3.4 2.7 - - *USI Frm - - 1.1 - - - WI> Frrn -1.2 D+CG+ASL^ -1.5 - 0.5 <WI Fan 0.9 - -1.7 - _ W2> Pon -0.7 - -0.9 - - <W2 Frrn 1.4 - -1.0 - - - Cu Print - _ - _ - F> Fort -0.0 - 10.4 - - 11.4 EG+ Frm - - 0.1 9 D+CG+S+SID <E Fnn 0.0 4.2 - - 10.4 - - EG• Frm - 11.4 -0.1 10.4 10 WPA1 Brc -I.0 -0.0 -1.2 - 3.9 WPDI Bm -1.0 - -1.5 - - WPA2 Brc -0.4 •0.0 -0.5 - - - WPD2 Brc -0.4 0.0 -0.9 - - WPBI Bre -1.0 -0.0 -1.5 - -0.9 WPC] Brc -1.0 - -2.1 3.3 -1.6 WPB2 Bre -0.4 -0.0 -0.9 1.2 - WPC2 Brc -0.4 0.0 -1.5 -1.6 - -3.0 EB> Brc -2.3 -0.0 14 D+CG+W2> -1.4 <EB I We -0.3 0.0 -1.8 - - -1.5 Frame Reactions _ Factored Load Cases at Frame Cross Section: 10 Note: All reactions based on 2nd order structural anal is using the Direct Analysis Method VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe X -Loc 1 0/0/0 18/6/0 38/6/0 -61%6/0 1 81/6/0 Gridl-Grid2 IO -M ]0-L 10-0 IO -E 10-B Ld Description Hx He V Hx Hz V Hx Hz V Hx Hz V Hx Hz V Cs (application factor not she" k (k k k k k k k k it (k 1 D+CG+L - - 2.7 - - 6.5 - - 7.0 - 7.0 - - 6.5 2 D+CG+ASL^ - 0.5 - - 4.4 - - 4.2 - 4.2 - 4.4 3 D+CG+^ASL - 3.0 3.8 - - 4.7 - - 4.7 - 3.8 8 D+CG+S - - 4.2 - 10.4 - - 11.4 - - 11.4 - 10.4 9 D+CG+S+SID - - 4.2 - - 10.4 - - 11.4 _ - 11.4 - 10.4 10 D+CG+USI• - - 1.8 - - 3.9 - - 6.3 - - 15.8 - - 10.6 11 D+CG+«USI - - 4.2 - - 10.6 - 15.8 - - 6.3 - 3.9 12 D+CG+WI> -0.9 - -0.9 2.6 -3.3 - 3.3 -2.8 3.3 -1.6 2.6 -1.8 13 D+CG+<W] 1.2 - -0.8 •2.3 -1.8 -3.0 -1.6 - -3.0 -2.8 -2.3 -3.3 14 D+CG+W2> -1.4 - -0.3 - - -1.8 - - -1.5 - - -0.3 - - -0.3 15 D+CG+<W2 0.7 -0.1 - - •0.3 - - -0.3 - - -1.5 - •1.7 16 D+CU+WI> -0.9 - -1.4 - 2.6 4.4 - 3.3 4.1 3.3 -2.8 - 2.6 -2.9 17 D+CU+<WI 1.2 - -1.3 - -2.3 -2.9 - -3.0 -2.9 -3.0 4.1 -2.3 4.4 18 D+CU+W2> -1.4 - -0.8 - - -2.9 - - -2.8 - -1.5 - -1,4 19 D+CU+<W2 0.7 - -0.6 - - -1.4 - - -1.5 - - -2.8 - - •2.9 20 D+CG+L+WI> •0.7 - 0.9 1.9 1.6 - 2.5 2.2 - 2.5 3.1 - 1.9 2.7 21 D+CG+L+<WI 0.9 1.0 - •1.8 2.7 - •2.3 3.1 - -2.3 2.2 -1.8 1.6 22 D+CG+L+W2> -1.1 - 1.4 - - 2.7 - 3.2 - - 4.1 - 3.9 23 D+CG+L+<W2 0.5 - 1.5 - 3.9 - - 4.1 - 3.2 - - 2.8 24 D+CG+S+WI> -0.7 - 2.1 1.9 4.5 - 2.5 5.5 - 2.5 6.4 - 1.9 5.7 25 D+CG+S+<WI 0.9 - 2.2 -1.8 5.7 - -2.3 6.4 - -2.3 5.5 - -1.8 4.6 26 D+CG+S+W2> -1.1 - 2.6 - 5.7 - - 6.5 - 7.4 - - 6.8 27 D+CG+S+<W2 0.5 - 2.7 - - 6.8 - - 7.4 - 6.5 - 5.7 28 D+CG+E>+EG+ -0.0 - 0.8 - 0.0 1.8 0.1 2.0 0.1 2.0 - 0.0 1.8 29 D+CG+<E+EG+ 0.0 0.8 - -0.0 1.8 - -0.1 2.0 - -0.1 2.0 - -0.0 1.8 30 D+CU+F>+EG- -0.0 - 0.2 - 0.0 0.4 0.1 0.5 0.1 0.5 0.0 0.4 31 D+CU+<E+EG- 0.0 - 0.2 - -0.0 0.4 - -0.1 0.5 -0.1 0.5 -0.0 0.4 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe Reactions Package D+CG+L+WPB2 -0.3 -0.0 1.5 D+CG+S+WPB2 -0.3 -0.0 2.7 D+CG+WPC2-0.4 Load 0.0 -0.8 D+CU+WPC2 -0.4 0.0 •1.2 D+CG+L+WPC2 -0,3 0.0 1.1 D+CG+S+WPC2 -0.3 0.0 2.2 D+CG+kS+EG++EB> -0.0 -0.0 0.8 D+CG+D+EG++EB> -0.0 40 0.8 D+CG+<E+EG++EB> 0.0 -0.0 0.8 D+CG+<E+EG++EB> 0.0 -0.0 0.8 D+CU+E>+EG. +EB> -0.0 -0.0 0.2 D+CU+E>+EG- +EB> -0.0 -0.0 0.2 D+CU+<E+EG. +EB> 0.0 -0.0 0.2 D+CU+<E+EG- +EB> 0.0 -0.0 0.2 D+CG+S+E>+EG++EB> -0.0 -0.0 1,3 D+CG+S+E>+EG++EB> •0.0 -0.0 1.3 D+CG+S+<E+EG++EB> 0.0 -0.0 1.3 D+CG+S+<E+EG++EB> 0.0 -0.0 1.3 D+CG+EB>+EG+ - •0.1 0.8 D+CU+EB>+EG. - -0.1 0.2 D+CG+S+EB>+EG+ 12 -0.1 13 D+CG+D+EG++<EB -0.0 0.0 0.8 D+CG+E>+BG++<EB -0.0 0.0 0.8 D+CG+<E+EG++<EB 0.0 0.0 0.8 D+CG+<E+EG++<EB 0.0 0.0 0.8 D+CU+D+EG- +<EB -0.0 0.0 0.2 D+CU+E>+EG- +<EB -0.0 0.0 0.2 D+CU+<E+EG- +<EB 0.0 0.0 0.2 D+CU+<E+EG- +<EB 0.0 0.0 0.2 D+CG+S+E>+EG++<EB -0.0 0.0 1.3 D+CG+S+E>+EG++<EB -0.0 0.0 1.3 D+CG+S+<E+EG H <EB 0.0 0.0 1.3 D+CG+S+<F+EG++<EB 0.0 0.0 1.3 D+CG+<EB+EG+ - 0.0 0.8 D+CU+<EB+EG- 17 0.0 0.2 D+CG+S+<EB+EG+ - 0.0 1.3 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions haled nn 2nd order strnrnmal analvcic nd„o fh. nlr.rr e -h-;. xr..h,.n Date: 1/25/2008 Time: 7:44:49 AM Page: 62 of 62 X -Lac Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (MM) Case (k (k k k (k k (in -k) (in -k 0/0/0 10-M 1.4 14 1.2 13 0.1 90 0.0 105 1.9 51 4.2 8 - 18/6/0 10-L - - - 2.3 13 2.6 12 4.4 16 10.6 11 - - - 38/6/0 10-G - - - - 3.0 133.3 12 4.1 16 15.8 11 - - 61/6/0 10-E - - - - 3.0 13 3.3 12 4.1 17 15.8 10 - - - 81/6/0 10-B - - 2.3 13 2.6 12 4.4 17 10.6 10 - - - 100/0/0 10-A l.2 12 1.4 15 0.1 90 0.0 105 1.9 67 4.2 8 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe