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07-0381 Creek St. Plaza Bldg A�111i ■FYI ■C1f+E���■[rewaMYies� i x elm Plaza Bldg. A Hwy * Creek Rd. Yelm,, WA � . � t a y !'1i WAS rM x, x 2124 Third Avenue - Suite ioo - Seattle - WA 98 OffiCe 206-443-6212 •r a r 0 inw-13 I/ on (The following apply unless shown otherwise on the plans) 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2003 EDITION) . 5. CONTRACTOR SHALL PROVIDE a BRACING COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED 1' 1 10. SHOP DRAWINGS AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF y BE ACCORDANCE WITH THE PROJECT 13. SPECIAL INSPECTION SHALL SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY ARCHITECT, AND RETAINED BY 1 QUALIFIED AGENCY � r THE y AND TEST DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION CONSTRUCTION STRUCTURAL STEEL FABRICATION AND ERECTION CONCRETE SOIL CONDITIONS, METAL DECK INSTALLATION (INCLUDING FIELD WELDING) EXPANSION BOLTS AND THREADED EPDXY TABLE PER PER TABLE 1704.4 PER SOILS REPORT PERIODIC PER MANUFACTURER PER MANUFACTURER U5. CONCRETE SHALL BE MIXED, PROPORTIONED, COMTEYED AND PLACED IN ACCORDANQ6_ WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS-AND—W-C& CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY MAXIMUM ABSOLUTE STRENGTH WATER- CEMENT RATIO Wc) NON-AIR ENTRAINED AIR ENTRAINED CONCRETE CONCRETE A. SLABS ON GRADE 3,000 PSI 0.58 0.46 FOUNDATIONS B.-CONCRETE WALLS 4,000 PSI 0.44 0.35 17. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT Sl), GRADE 60, fy = 60,600 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SRA_LL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI- 18. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(Sl) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING 0 PROCEDURES SPECIFIED IN A.W.S D1-4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 \ REINFORCING BARS SHALL BE PERFORMED USING <70X WELDING NOT ., DETAILING OF REINFORCI © BE IN ACCORDANCE WITH ACI 315-92 AND 318-02. LAP ALL REINFORCEMENTS IN ACCORDANCE \ / REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE \., \ / \ », ADJACENT , : w 8 SIDES D « DS. MATS WELDED w FABRIC » NO :,. PARTIALLY ® v » IN HARDENED CONCRETE SHALL BE FIELD BENT SPECIFICALLY \SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20. CONCRETE PROTECTION FOR REINFORCING SHALL «< AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES r AND PERMANENTLY EXPOSED TO FORMED SURFACES EXPOSED TO ©A®»:, -» (#6 BARS OR LARGER) SURFACES FORMED EXPOSED » - . ,5 ,:. OR SMALLER) COLUMN TIES OR SPIRALS AND BEAM ©:.: SLABS AND :e BAR , . � 1. EITHER AISC -LRrD, AISC 355, OR AISC -HSS AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. 2. MARCH 7, 2000 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS NOTED IN THE CONTRACT DOCUMENTS AND BY THE DELETION OF PARAGRAPH 4.4.1. TYPE OF MEMBER A992 50 KSI A36 36 KSI A572 (GRADE 50) 50 KSI A53 (E OR S, GR.B) 35 KSI A500 (GRADE B) 46 KSI CONFORM 28. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL • OF TH3 ZdSC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 30. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEATED BOLTS OR A36 _ THREADED ROD WITH AN ASTM 563 HEAVY HEX NTT°T' TACK WELDED ON THE EMBEDDED END. 33. METAL FLOOR AND ROOF DECKING--PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO SUPPORTING THE CONNECTED ACCORDING TO PUBLISHED DIAPHRAGM SHEARS CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL s Z OCCUPANCY CAT. jCj��Table 1-1 USE GROUP I Table IMP. FACTOR 1 Table 9.1.4 SITE CLASS Table R Table S 2003 NEHRP Latitude/ Longitude (http://earthquake.usgs.gov/research/hazm ps/des gn/) aft , S 2003 NEHRP Latitude/ Longitude (hftp://earthquake.usgs.gov/research/hazmapsidesign/) Fa = 1 Table 9.4.1.2.4a F, = 1.6 Table 9.4.1.2.4b Seismic Dead Load: SDS= 0.783733 Roof: 15 PSI SDI= 0397227 Walls: 10 Ps" + Self Weight CsuLT= 0.157 Eqn. 9.5.5.2.1-1 CSASD= 0.112 Vertical Desiqn Loads Criteria AC E 7-02 IBC 2003 Dead Loads Roof (Composit) psf Flooring psf 518" Ply psf 314" Ply psf Rafter/Truss psf Joist psf Insulation -, psf 518" GWB psf ------------------------ 5/8" GWB %, Misc. Mech psf psf Misc./Mech. psf 12.1 psf Use ,'7 x psf Use psf Snow psf Project: Yel m Retail Date: 61412007 Project #: 408-2007-06 Design: MJF Sheet: Criteria 1 Method 2 - Anal ical Procedure Exposure V= Kd= 1= G= K,t= Pressures: Ht 08 K7 0-15 Windward Roof 0.57 15-20 -0.6 0.62 20-25 10.50 0.66 25-30 0.7 30-40 0.76 -----7.06 Roof Angle degrees mph Ground to to of ft Table 6-4 Bottom of roof to to of roof ft Table 6-1 (mean roof height) h= 22 ft 6.5.8.1 J�--gla"I''M Windward Wall 08 Leeward Wall -0.5 Windward Roof 03 Leeward Roof -0.6 1�•te= CM i worst case values Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJF Sheet: Criteria 2 -4- P..,,. (psf) . ........ qz waEEs Is 8.96------ 6.49 4.41 10.50 9.75 6.63 4.41 11.04 10.38 -----7.06 4.41 11.47 11.41 7.481 4A11 11-891 �.12 4,41 12.63 Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJF Sheet: Criteria 2 -4- Page I of I 3/1/2007 Iaximum Considered Earthquake Ground Motion for 48 states '-(t- I pt/L Page I of I AnqjysisQ lon�sa C De �iNfaluesa e 0/2007 1 12 tt TABLE CO NHS 2.0 SCOPE of t 3A) STM 2 .1 SURFACE-- .....< ... . a , 33 OROUNDWATER -., ..., ............ ,.., .....,.,,, , <.,............ ,.., . 3-4 t a,.... .. , , m,n. ». _ _., m.._ ...,...,,.,. .. . 1 .. a. .. ....., Sm PmAmrvoN A . - -.. -. eta �� .�...,. ..........A...a .n...._ .... .., . . ,.__, .,. ....a ..., .,.. ......... .. m.,_ .... 5.0 ADDITIONAL LISTOPFIGURES UST Of APPOMWES w Ggvfthnicd Engingffing P 13; 1076 mpasod Wafrww DnWfam Ydm ,. WA P #200"16 Comm, 3.0 srm ONS boAmd d paddn& to the east by NE Creek Rrad, to the wuthv�t by YeLm Av=m SE (State Highmay 507� and to the wen by a e, 0 e Riley Group, In lffiffigm.... desired ftshed grade is met -lbe moisture content of me soil, at the time of compaction shauW be wits a sbout vwo pervett of it-7 optimum, as deumined kw, this ASTM meOwd. 4.4 Sbjb�oaGr 4dr '00%, 01 Ill E The Riley Croup, hw- m zemi"Wigg &Pf-" 6, FgbFUMT 13. 7W Yal jfvf m te ho ry ho�Ad W 0-,remcavatcd and rcpl4c4d with gmil, A geowbnicd engin r s aid obw e Oha iafiltrafion srtem cOn9UW,60n- u go umasml�� m 0 I NOT TO SCALE s» ■ ±l RMEMSM =� J,�7 MAJOR DIVISIONS DESCRIPTION » SILTS AND CLAYS UqWd, limb s a w FY'.' � � s: � • {p F a ' Yo- : i °e, :w ..,. .. FW..aT or Do piy'del*ty pd [ pt ftstwity i Loggad.Syr PL Date: I I Test Pit No. l T th ( i t. 0-2.5 silty - I and Z5 ft (184%) coWtes, trace mom and apparitcs, loose to _- amdiurn dense, m P. medium dense. d . ,. 4,8-6 demo to .) at, t 0-1.5 i and loose to aredurn dome, mois� (S", 1.5-3 Q Q114 . to d darnp (W 3-8 Srmm GRAVEL wAh Ofil sk, 4.5 ft 4E triedixon d 1 t w1 madiurn d t Terminated t; . 175MBOTHELLWAYNE Tew PU ft we NE . ' Gt ! Sim & Logged By- P Dates 112,510e SCH Ran Sample Surface loads brownlWaa 0-2.5 r Modm dense, moist (6.6'x) P m. ,6-10 Broomishgr4y SAND vAlh none to fiftle, 4MOI 9 4 .1 medh= 44050 40 don". dwM . Teffv*w"d at 10 b"L Surface n ` to m f -. _» 5m a Aro . . No r UM MM Logged T No. Depth ~ice grassy � € - " sifty afganks, base bD MOM den - ,-7,5-4 L.;Uhj bmwn situ , 4-4,5 OM SAND, Ovdwn Om=- - 4,S-&5 GW Sandy GRAVEL vt . , uavee 8.5 A f. to ; at t� ()_6 cnmhed rack- 4-2A aft SAND V61h ob . «� 2,6-4 €." M . ht w Twmkvdw at 4 feet Logged n FL to Test Pit NO. Depth son Descdpoao SMPIO TP-7 ca 9#nOW) 0_2_ 5 .,I - I tle - mss, MedIUM i. awAsm owus. dww g �GP» at 6 M.�f"4 : " „ ±a w vim" '. _. , twm -, § ,F a Li 7 L I 714 Project Daie SWENSON SAY FA GET Proj.No. A STRUCTURAL ENGINEERING CORPORATION 2121 Third Avenue. Suite 100 • Seattle- WA 98121 Design Office: 206-1143-6212 Fax: 206 - 443 -11870 Sheet m 1-7 07) r! AJ (4 ) 4�-4 5 45�61j, I t Title : Job # Dsgnr*. Date: Description UE► Rev: 506001 Steel Column Page I Description Yelm Colurm), General Information 30.30in4 ksi ksi 30.30 in4 ksi Steel Section TS6X6X1/4 Fy 46.00 ksi X-X Sid esway : Restrained 30.36 ksi 30.36 ksi fb -. yy Actual Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 18.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 18.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 18.000 ft Kyy 1.000 Loads 17,349 psi Cm:y DL+LL 0.60 Cb.y DL+LL Axial Load... F'ex: DL+LL+ST 17,349 psi Cm:x DL+LL+ST 0.60 Dead Load 10.23 k Ecc, for X-X Axis Moments 1.000 in Cm:y DL+LL+ST Live Load 17.05 k Ecc. for Y-Y Axis Moments in -0.093 in Short Term Load k XX Axis: Fa calc'd per 1.5-1, K*L/r < Cc YY Axis: Fa calc'd per 1.5-1, K*Ur < Cc I Stresses Live DL + LL DL + Short - 15.78 ksi 15.78 ksi 15.78 ksi 3.05 ksi 4.88 ksi 4.88 ksi ksi ksi 30.36 ksi 30.36 ksi 30.36 ksi 1.69 ksi 2.70 ksi 2.70 ksi Depth 6.00 in Weight Width 6.000 in Area Thickness 0.250 in 18.99 #/ft I-XX 30.30in4 ksi ksi 30.30 in4 ksi 10.100in3 Fb:yy: Allow [F3.1] 10.100in3 30.36 ksi 3036 ksi 2.328 in 30.36 ksi 30.36 ksi fb -. yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0,00 ksi Analysis Values ..j Ilm F'ex. DL+LL 17,3_49 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey: DL+LL 17,349 psi Cm:y DL+LL 0.60 Cb.y DL+LL 1.75 F'ex: DL+LL+ST 17,349 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey: DL+LL+ST 17,349 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X is Deflection -0.093 in at 10.440 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Depth 6.00 in Weight Width 6.000 in Area Thickness 0.250 in 18.99 #/ft I-XX 30.30in4 5.59 M2 I-YY 30.30 in4 S-Xx 10.100in3 S-YY 10.100in3 r_xx 2.328 in r-yY 2.328 in (c} 1983 -98 EiVERGALi Unlicensed Copy, Ver 5.0.6,15-Jul-1998 Title; Job # Dsgnr: Date: Description W= Rw: 50WI Square Footing Design Page 1 Dead Load 10.230 k Footing uimension 4.UVV TE Live Load 17.050 k Thickness 10.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 3 Bar Size Rebar Cover 5 3.250 Overburden Weight 0,000 psf fc 3,000.0 psi Concrete Weight 145.00 pcf Fy 60,000.0 psi LL & ST Act Separately Load Duration Factor 1,000 Column Dimension 6.00 in Allowable Soil Bearing 2,500.00 psf enerai Rebar Requirement Actual Rebar "d" depth used 6.438 in As to USE per foot of Width 0.207 in2 200/Fy 0.0033 Total As Reqd 0.828 in2 As Req'd by Analysis 0.0020 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0027% Max. Static Soil Pressure 1,825.83 psf Vu : Actual One-Way 45.18 ps", Allow Static Soil Pressure 2,500,00 psf Vn*Phi: Allow One-Way 93.11 ps-* =0500=00 r ata # 01 www 3 tau 4 1 jtawm to ad r, nslflr� 760.21 psf Vu: Actual Two-Way 2,500D0 psf Vn*Phi: All Two-Way Alternate Rebar Selections... 4.40 k-ft 5# 4's 3 # 5*s 8,56 k-ft 2 # Ts 2 # 8's 2 # 6s 1 # 9's 1 # 10's Unlicensed Copy, Ver 6.0.6, 15 -Jul -1998 �, .1 i V -2, C, 14 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue • Suite 100 • Seattle • WA 98121 0 f ffice: tr V -2, C, 14 F 1 Date Proi. No. Design Sheet 1-14 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue • Suite 100 • Seattle • WA 98121 0 f ffice: 206-1143-6212 Fax 206-1443°`1870 F 1 Date Proi. No. Design Sheet 1-14 -7 -S- 171 T 7-- Project Proj, No. Design Sheei J 4$� z'q 13 eo N. 14 15-0. '3 V-- 3 �4 . %'4- w m-vrt, P--) -i4 ta t L Project Date Proj. No, ru I F- Design Sheet c OvT -0" 1 o') cv, q. 14, (4 //�' 7 m I ACT -7 f , 41 S vf---O,-T "1-03 d l?," O -C, (t 12. ## o. e-, Haclz� 1*5 . e. I & 0 O.C. VEvr y- A F-114%- SHV - d, SIM: t,�,oLLC, W.Opd rmSWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 • Seattle - WA 98121 Office: 206�443-6212 Fax. 206-111Q•4870 97 z, Z71 41 e� c- 41 S vf---O,-T "1-03 d l?," O -C, (t 12. ## o. e-, Haclz� 1*5 . e. I & 0 O.C. VEvr y- A F-114%- SHV - d, SIM: t,�,oLLC, W.Opd rmSWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 • Seattle - WA 98121 Office: 206�443-6212 Fax. 206-111Q•4870 A- Project ate Proj- No, aA 4 Design Sheet Current Date: 5130/2007 6:04 PM Units system: English File name: H:\Users\mflorea\Projects\Yelm Retail\RAM Advanse Tilt-Up\Panel 1.tup 11=;M11, Tilt-Up Concrete Wall 61/Z"7W1Cx_ it GENERAL INFORMATION: 6.C. vex a 12 13 14 15 L ARM-m—ary- Total panel weight Total concrete volume Forming 10 V 12E H h 22.17[Kip] 0.09[ KIP] 154=[ft3l Use a 2 x 6 with Y27 plywood strip added Global status OK GeornetEX; �eornet o ; Total height - HT I Bott ' pad m nel-H '0 t L I otal length - L Consider reveals Reveal size Em _z cx AMPRO—rts: Story height IN 17M Level Height Restraint ----- — ------- – --- Level 0 0.00 Pinned L _i 1 1700 Pinned TX Ty TZ RX qty RZ 4.00[Kip/in2l Concrete type 0 0 Modulus of elasticity 0 0 1 0 0 0 Materials: C -60 Material Concrete compressive strength - fc 4.00[Kip/in2l Concrete type Normal Modulus of elasticity 3605.00[Kip/in2] Unit weight 0.14[Kipift3] Reinforcement Yield strength - fy 60-00[Kiplin2l Epoxy coated No 0,75[in] Cover Load conditions: ID Comb. Category Description DL No DL Dead Load LL No LL Live Load No Wop Wind Load (Out-of-Plane) Wop No Wip Wind Load (in-Plane) Wip EQop Seismic Load (out-of-Plane) EQop No EQip Seismic Load (In-Plane) EQip S1 No Yes Service DL S2 Yes Service DL+EQip S3 Yes Service DL+EQIP+LL S4 Yes Service DL+EQop ' S5 Yes Service DL+EQop+LL S6 Yes Service DL+LL S7 Yes Service DL+LL+Wip SS Yes Service DL+LL+Wop S9 Yes Service DL+Wip SIO Yes Service DL+Wip+LL S11 Yes Service DL+Wop, S12 Yes Service DL+Wop+LL D1 Yes Strength design 0.9DL+1 .60P D2 Yes Strength design 0.91)1_+1.6WOP D3 Yes Strength design O,9DL+EQip D4 Yes Strength design 0.9DL+EQop D5 Yes Strength design I .2DL+1.6LL D6 Yes Strength design 1,2DL+1.6Wip+LL D7 Yes Strength design 1,20L+1.6Wop+LL DS Yes Strength design 1.2DL+EQip+LL D9 Yes Strength design 1,2DL+EQop+LL DIO Yes Strength design I 2DL+LL+0.8Wip D11 Yes Strength design 1,2DL+LL+0.8WOP D12 Yes Strength design I ADL ['aged Steel reinforcement bars: Minimum main reinforcement ratio 0.00200 Minimum secondary reinforcement ratio O�00120 Maximum main reinforcement ratio 0.080 Maximum secondary reinforcement ratio 0.080 Limit tensile strain 0.004 Minimum distance between longitudinal reinforcement bars 1.00[inj Minimum distance between transverse reinforcement bars 1.00[inj Round bar length to 1.00[inj Round bar spacing to 1.00[inj Estimated distance to mechanical center 2.00[in] Forces envelope; Strip Axial le MxX Ic Mzz IC VX IC Vz to [Kip] [Kip*ft] [Kip*ftl [Kip] [ KIP] 1 Max 54.33 D5 18.13 D9 190A0 D8 000 D12 5.05 D9 Min 0.00 DL -15,70 D5 ---------- 0.00 D12 — ----- -1120 D8 -2.44 D4 DATA AND RESULTS PER STRIP: 0 TIM Geomet Length I (in-plane) 16.00[ft] Thickness h (Out-of-plane) 5.50[in] no OU ME qO Vertical 2244 Spacing between bars 9.00rin) As provided 4.40[in2] Provided Rho 0.00965 Horizontal reinforcement: _Deflection, Horizontal 1544 Spacing between bars 115,00[in] As provided 3.00[in2] Provided Rho 0.00267 Number of legs in-plane 1 Design, parameters. Slenderness is Y lu 17.00[ft] iu/h 37 Ig 2662.00[in4] STRIP RESULTS: 1 Status OK F lexu ral _g2mRLe_s-siorr lcr 150.57fin4l Mcr 38.26[Kip*ft] Strip Pia Ic muxx Ic [Kip] [Kip*ft] 38.68 D9 +*Mnxx [Kip*ft] 4617 Dir 54,33 D5 AsreqfAsprov Strip Mnxx -11.20 D8 [Kip *] 5.05 D9 56,53 _Deflection, Shear, Minimum deflection ratio 38.68 D9 +*Mnxx [Kip*ft] 4617 Dir Vu Ic AsreqfAsprov [Kip] In-Plane (X) -11.20 D8 Out-of-Plane (Z) 5.05 D9 034 _Deflection, 0.78 Minimum deflection ratio Strip Asmax [in] 1 1.36 Mul(+*Mn) Mcri(+*Mn) AsreqfAsprov Strength ratio*. 0.84 OMZREE:t3 034 0.83 0.78 VC VS *Vn Vu/(+*Vn) Asreq/Asprov [Kip] [Kip] [Kip] 106.86 126.49 175.02 0.06 0.48 59.16 180 47.22 0.11 0.25 BE As Ratio [in] 0,10 0.07 Page4 F= Description Force Distance Moment [Kip] IN [Kip*ftl Wind Load (in-Plane) 5.60 IT00 95.20 Seismic Load (in•Plane) 11.20 17.00 cfo.� Calculation of resisting forces: Description Force Distance Moment [Kip] [Klp*ft] — — — ---- – ---- — ----- — M03 297=66 Dead Load 29-69 Live Load 12.48 8°00 99.84 Global stabili!r. AJlowable safety factor for overturning 1.50 Description RM OTM Overt. [Kip*ft] [Klp*ftl FS Panel 39T50 285.60 139 Page5 UZ Current Date: 618/2007 8:29 AM Units systems: English File name: H:\Users\mf1orea\ProjectsNYelm Retail\Building A\Panel 22 strip.tup Design Results Tilt-Up Concrete all -M x I(- e_ 5 J1 VELT 11_41 7aTAE. W '/Z eAUE&.) GENERAL INFORMATION: Lt 0— vi", Roe- 17- 0 Emma= 12 13 14 15 L IN r11q_ 0 imma-M. Total panel weight 4.57[Kip] Total reinforcing steel weight 0.03[Kip] Total concrete volume 31.7-1[ft3] Forming Use a 2 x 6 with 1/2" plywood strip added Global status OK 222maet-M 16.33[ft] V Total height - HT Bottom panel - alb 12.00[in] Parapet height -hip 0.00[in] Panel thickness - h 5.50[in] Total otal length - L 4.00[ft] Consider reveals Yes Reveal size 0.75[in] �l W Materials: Material C 4-60 Concrete compressive strength - Fc 4,00[Kipfin2] Concrete type Normal Modulus of elasticity 3605,00[Kip/in2l Unit weight 0.14[KipIft3l Reinforcement yield strength - fy 60.00[Kip/in2l Epoxy coated No Cover 0,75[in] Load conditions: ID Comb. Category Description DL No DL Dead Load LL No LL Live Load Wop No Wop Wind Load (Out-of-Plane) Wip No Wip Wind Load (in-Plane) EQop No EQop Seismic Load (Out-of-Plane) EQip No EQip Seismic Load (in-Plane) S11 Yes Service DL S2 Yes Service DL+EQip S3 Yes Service DL+EOjp+LL S4 Yes Service DL+EQop S5 Yes Service DL+EQop+LL S6 Yes Service, DL+LL S7 Yes Service DL+LL+Wip S8 Yes Service DL+LL+Wop S9 Yes Service DL+Wip S10 Yes Service DL+Wip+LL S11 Yes Service DL+Wop S12 Yes Service DL+Wop+LL D1 Yes Strength design 0.9DL+1.6W!p D2 Yes Strength design 0.9DL+1.6Wop D3 Yes Strength design 0.9DL+EQip D4 Yes Strength design 0.9DL+EQop D5 Yes Strength design 1.2DL+1.6LL D6 Yes Strength design 1.2DL+1.6Wip+LL D7 Yes Strength design 1.2DL+1.6Wop+LL D8 Yes Strength design 1.2DL+EQip+LL D9 Yes Strength design I .2DL+EQop+LL DIO Yes Strength design 1.2DL+LL+0.BWip D11 Yes Strength design 1 .2DL+LL+0.8Wop D12 Yes Strength design I ADL M (44 Steel reinforcement bars: Minimum main reinforcement ratio 0.00200 Minimum secondary reinforcement ratio 0.00120 Maximum main reinforcement ratio U80 Maximum secondary reinforcement ratio 0.080 0,004 Limit tensile strain Minimum distance between longitudinal reinforcement bars 1.00[in] Minimum distance between transverse reinforcement bars 1 .00[in] Round bar length to 1 .00[in] Round bar spacing to 1 .00[in] Estimated distance to mechanical center 0.65[in] Forces enveloRej Strip Axial le Mxx le INIZZ IC Vx le Vz Ic [Kip] [Klp*ft] [Kip*ftl [Kip] [Kip] Max 15.30 135 8.33 139 0.00 D5 UO - 0.00 D9 Min 0.00 DI -7.35 D9 -9.93 136 -0.64 D1 0.00 139 i11. t NNNWNIIM;.]i� im LWO I it I 7 It -r r gism-Ne—try; Length I (in-plane) 4=[ft] Thickness h (Out-of-plane) 5.50[in] Page3 Vertical reinforcement; Mcrl(+*Mn) Vertical 944 Spacing between bars 5M[Inl As provided 1,80[in2l Provided Rho 0,01579 Horizontal reinforcement- 44.73 0.01 0.46 0.00 0.23 Horizontal 15-#4 Spacing between bars 14.00[in] As provided 3.00[in2] Provided Rho OM278 Number of legs in-plane 1 Design parameters: Slenderness Is Y lu 16.33[ft] lulh 36 Ig 665.50(in4] STRIP RESULTS: I Status OK Flexural ComaesAL10-m Icr Mcr Strip Pu IC Muxx le [KIP] [Kip*ftl 039EUM Mul(�*Mn) Mcrl(+*Mn) Asreq/AsPrOv Strength ratio: Dir [Kip] [KIP] [Kip] 0.88 IMEMMEMEtl OM 0Z7 0.84 Vu 1C VC Vs +*Vn Vul(+*Vn) Asreq/AsprOv Dir [Kip] [KIP] [Kip] [Kip] In-Plane (X) -0.64 D1 26.71 _32.92 44.73 0.01 0.46 0.00 0.23 n ,f_f_pinnp 171 0.00 D9 14.84 4.07 14.18 1 1,31 0.17 IM Ma I ql� OK No panel to panel connections are required Description Force Distance Moment [Kipj [Kip*ftj Wind Load (In-Plane) 040 16.33 6.53 Seismic Load (in-Plane) 09.46 1633 6.53 Calculation of resisting forces: Description Force Distance Moment [KIP] Ift] [Kip*ftl Dead Load 7.25 214 19.87 Live Load 4A3 ------- — - — -- — Z00 8.96 Global !jR§ir1_tY_: Allowable safety factor for overturning 1.50 Description RM OTM Overt. [Kip* ft] [Kip* ft] FS Panel 28.83 1106 2.21 Im ®1- Tilt-Up Concrete Wall GENIE INFORMATION: i � 6 ` EAE 1. An) P4. Design code ACI 313-05 - ACI 5511 R-92 R 12 13 14 15 L 0 T X11 01 Total parcel weight 2.98[Kip] Total reinforcing steel weight 0.02[Kip] Total concrete volume 20.73[ff3] Forming Use a 2 x 3 in h Global status O OK Geometry_ Total height - HT 1 15,33[ft Bottom panel - Hb 1 12.00[in] Parapet height - Hp 0 0,00[in] Panel thickness - h 7 7.25[inj -` Total length - L 1 1�93[l Consider reveals Y Yes Reveal size 0 Pagel Foundation type Footing width Number of stories LM= Material C 4-60 Concrete compressive strength - fc 4M[KipAn2] Concrete type Normal Modulus of elasticity 3605.00[KipTin2] Unit weight 0.14[Kip/ft3] Reinforcement yield strength - fy 60.00[Kip/in2] Epoxy coated No Cover 0.75[in] 002^• 1 DL No DL LL No LL Woo No Wop Win No Wip EQop No EQop EQip No EQip S1 Yes Service S2 Yes Service S3 Yes Service S4 Yes Service S5 Yes service S6 Yes Service S7 Yes Service S8 Yes Service S9 Yes Service S10 Yes Service Sil Yes Service S12 Yes Service D1 Yes Strength design 432 Yes Strength design D3 Yes Strength design 434 Yes Strength design D5 Yes Strength design D6 Yes Strength design 437 Yes Strength design DS Yes Strength design D9 Yes Strength design DIO Yes Strength design 13I1 Yes Strength design 4312 Yes Strength design I= �I Steel reinforcement bars: MxX Ic Minimum main reinforcement ratio 0,00200 Minimum secondary reinforcement ratio 0.00120 Maximum main reinforcement ratio 0.080 Maximum secondary reinforcement ratio 0.080 Limit tensile strain 0.004 Minimum distance between longitudinal reinforcement bars 1 .00[in] Minimum distance between transverse reinforcement bars 1.00[in] Round bar length to 1,00[in] Round bar spacing to 1.00[in] Estimated distance to mechanical center 0.65[in] ZU . = Strip Axial Ic MxX Ic Mzz IC Vx IC Vz IC [Kip] PIPTI [Kip*ft] [Kip] [Kip] 1 Max 13.68 D5 9.67 D9 UO D5 UO - 0.00 D9 Min 0.00 D3 -8.45 D9 476.18 D3 -4.91 D3 UO D9 RM RM h r GeometCi: Length I (in-plane) UH ME 15'D Vertical reinforcement. Vu 1C Vertical 344 Spacing between bars 10.00[in] As provided 0.60[in2] Provided Rho 0.00495 Horizontal reinforcement: Minimum deflection ratio Horizontal 1344 Spacing between bars 17.00[in] As provided 2.60(in2l Provided Rho 0.00366 Number of legs in-plane 2 Design parameters: Slenderness Is Y lu 16.33[ft] lu/h 27 Ig 754.53[in4] STRIP RESULTS: I Status 01K, Flexural Compression: lcr Mcr Strip PU IC Muxx 1C [KIP] [Kip *] 1168 D5 ------ — — — ------ 1136 D9 Dir Vu 1C Asreq/Asprov [Kip] In-Plane (X) -4.91 D3 Out-of-Plane (Z) 0.00 DO 0.80 Deflection: .74 Minimum deflection ratio Strip Asmax [in] 1 1.31 Muf(O*Mn) Mcr/(O*Mn) Asreq/Asprov Strength ratio: p 0.80 0Z8 .74 0.80 BEIMEMEtl I VC Vs +*Vn Vui(+*Vn) Asreq/Asprov [Kip] [Kip] [KIP] 17:43 27.94 34.03 0.14 036 15,62 7.06 17.01 0.00 0.37 ME As Ratio [in] 026 0.20 ME Status N.G, L P E L LAENI� TH q I (e Panel to panel connections are required Description Force Distance [Kip] Ift] ---- – ---- – ------ – — – – – ------- Wind Load (in-Plane) 030 1633 Seismic Load (in-Plane) 4.91 1633 . rg,�. � � 5 Description Force Distance [Kip] Dead Load 5.70 1.46 Live Load 4.51 0.99 Global stabili!y- Alowable safety factor for overturning Description RM OTM [Kip*ft] L'Kip*ft] ME it I i� Panel 12.79 85.04 015 Page5 45 job# "CUT- eF- Pl-ftt-A e-omArEC-MOTJ Headed Arco- � r PerACI-301 (2005) Appendix D Det # ail Ir,, 4U- 73 -5-6 MM T. V. d n f. h S2min S2.. C.1 C.Ib ca C-'b Seismic Risk? F� a b ecoN eccv t a) Steel strength of anchor in tension (D.5.1) Ip F---O 751 A 4aT� 15.975 ,PN.. 213 kigas c) Concrete breakout strength in tension (D.5.2), 7661 kips Governed by 0.75 A,* Note: Ail faitures should be governed by 340 in' AN- The 2onngglion Mats StrenqLh MgUir-G-M-0-M for the 144 in' D. Equation D-31 1.00 1.00 d 1,00 Nb 12,14315 kips 4,N 21.503&9 kips a) Pullout strength of anchor in tension (0.5.3): 4r V..p A, 0.467 in' N, kips ,M, 62.7648 VIPs f) Side4ace blowout in tension (D.5.4) 4,N, Does not control 41N.N Does not control b) Steel strength of anchor in shear (D 6. ft F-- 0 651 Awt L:Egiff 4M- 11.076 kips d) Concrete breakout strength in shear (D.6.2): Iso g) Concrete Pryout in shear (D-6,3) 41 E= q,v" IEEEkips Output: 4aT� 15.975 kips Governed by., a) Steel strength of anchor in tension (D.5,1): 4,V, 7661 kips Governed by d) Concrete breakout strength in shear (D.52): Note: Ail faitures should be governed by TJltT-n C,534585 steel anchor failure (modes Wandbj per ACI als 5 g) Concrete Pryout in shear (D-6,3) 41 E= q,v" IEEEkips Output: 4aT� 15.975 kips Governed by., a) Steel strength of anchor in tension (D.5,1): 4,V, 7661 kips Governed by d) Concrete breakout strength in shear (D.52): Note: Ail faitures should be governed by TJltT-n C,534585 steel anchor failure (modes Wandbj per ACI als 5 The 2onngglion Mats StrenqLh MgUir-G-M-0-M for the Goads a c9rdlog to AP 318-05 Aodx D. Equation D-31