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Creek St. Plaza, Bldg A Structural CalcsYelm Plaza B © « Creek Rd. Yelm, WA \ «+}T« Mm— = SWENSON SAY FAGET 2124 Third Avenue - Suite ioo - Seattle WA 98121 Office 2o6.4 * ® ©`® . � I \ ., � \ \\�ma .I/ (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) . 2. DESIGN LOADING CRITERIA STRUCTURAL 3. DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIO�M AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF DISCREPANCIES PRIOR TO CONSTRUCTION. 1 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED.-. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF mm�t� PROJECT 13. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE RETAINED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND THE LD DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF BUTT CONSTRUCTION CONSTRUCTION STRUCTURAL STEEL FABRICATION AND ERECTION CONCRETE THREADED SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY METAL DECK INSTALLATION (INCLUDING FIELD WELDING) EXPANSION BOLTS AND EPDXY GROUTED INSTALLATIONS PER TABLE 1704.3 PER TABLE 1704.4 PER PER SOILS REPORT PERIODIC MANUFACTURER PER MANUFACTURER ALLOWABLE SOIL, PRESSURE . . . . . . . . . . . . . . . . . . . . . . 2500 PSF SOILS REPORT REFERENCE: PROJECT 2006 -016, DATED FEBRUARY 13, 2006 BY THE RILEY GROUP, BOTHELL, WA 15. CONCRETE SHALL BE MIXED, PROPORTIONED, CO TEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 LAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY MAXIMUM ABSOLUTE STRENGTH € ATER -- CEMENT RATIO W c) NON -AIR. ENTRAINED AIR ENTRAINED CONCRETE CONCRETE CONFORM 17. REINFORCING STEEL SHALL GRADE 60, fy = 60,600 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY i NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI- WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, a I REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. r ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING 19 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." CORNER PROVIDE \ \ BARS AT ALL WALL / \ AND FOOTING INTERSECTIONS. », ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF _" AT SIDES AND ENDS. 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®»: OR » (#6 BARS OR LARGER) SURFACES FORMED EXPOSED » - . ,5 BARS OR SMALLER) COLUMN TIES OR SPIRALS AND BEAM © :.: SLABS AND :e BAR , . ; CONTRACTOR ©S RESPONSIBLE FOR CHECKING THE CONSTRUCTION ?y\ > ERECTION PROCESS :<e < « RESPONSIBILITY »» CONTRACTOR ANY ADDITIONAL » REINFORCING OR © » 4 w: REQUIRED FOR ARE §/\ THE RESPONSIBILITY y : CONTRACTOR. I 1. EITHER AI C -LRrD, AISC 355, OR AISC -HSS AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. 2. MARCH 7, 2000 AISC CODE OF STANDARD • r BRIDGES, AMENDED AS NOTED IN THE CONTRACT DOCUMENTS AND BY THE DELETION OF PARAGRAPH 4.41. _ ply x STRUCTURAL 28. ARCHITECTURALLY EXPOSED s OF TH3 .lISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 33. METAL FLOOR AND ROOF DECKING--PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO SUPPORTING THE CONNECTED ACCORDING TO PUBLISHED ICBO OR ICC-ES CRITERIA FOR DIAPHRA SHEARS CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL s TYPE OF MEMBER ASTM SPECIFICATION Fy A. WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (DOTED GRADE 50 ON PLANS) D.. PIPE COLUMNS A53 (E OR S, GR.B) 35 KSI E. STRUCTURAL TUBING A500 (GRADE B) 46 KSI (SQUARE OR RECTANGULAR) F. CONNECTION BOLTS A325 -35 (3/4" ROUND, LESS SHOWN OTHERWISE) STRUCTURAL 28. ARCHITECTURALLY EXPOSED s OF TH3 .lISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 33. METAL FLOOR AND ROOF DECKING--PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO SUPPORTING THE CONNECTED ACCORDING TO PUBLISHED ICBO OR ICC-ES CRITERIA FOR DIAPHRA SHEARS CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL s OCCUPANCY CAT. jCj;6�Table 1-1 USE GROUP I Table IMP. FACTOR 1 Table 9.1.4 SITE CLASS Table R Table AtSUt I-UZ - IBC 2003 - I Dead Loads Roof (Composit) psf Flooring psf 5/8" Ply psf 3/4" Ply psf Rafter/Truss psf Joist psf Insulation.1-01, psf 5/8"C B psf 5/8" GINB psf Misc. Mech psf Misc./Mech. psf 12.1 psf IN Ilse psf Use ' psf Snovroof AS5 psf 7� Yelm Retail Date: 6/4/2007 Project #: 11408-2007-06 Design: It JF Sheet: Criteria 1 Method 2 - Analytical Procedure Exposure V= Kd= 1= G= K,t= Roof Angle 0 degrees mph Ground to top of ft Table 6-4 Bottom of roof to top of roof ft Table 6-1 (mean roof height) h= 22 ft 6.5.8.1 miss Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJIF Sheet: Criteria 2 -7r ad r Wall Windward Wall 08 0' 8 Leeward Wall -0.5 Windward Roof 0 3 Leeward Roof _0 6 . *__ I . 11 . . z .41 Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJIF Sheet: Criteria 2 -7r 11�mw WMIM P..,,. (psf) qz P. .11. Phmalls 8.96 6.49 .41 10.50 9.75 6.63 4.41 11.04 10.38 7.06 4.41 11.47 11.131 7.8 4.411 11.891 11.95 3.12 4,41 12.53 Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJIF Sheet: Criteria 2 -7r 11�mw WMIM Project: helm Retail Date: 614/2007 0 Project #: 1408-2007-06 Design: MJIF Sheet: Criteria 2 -7r Page 1. of I I ,,, 11 ---- 1/1/1007 4�ver 'USA a. ,,, 11 ---- 1/1/1007 Iaximum Considered Earthquake Ground Motion for 48 states '-(t- I pt/L Page I of I Anqjys�isQ lio�nsa e� De �iNfaluesa e 0/2007 10 ,,. := I- kk TABLE OF CO NHS i,o PROJECT DESCRtMON 2.0 SCOPE Of 3A) STM on 1-1 wromrum . ......... . . USTOVAPPrNmEs ffmm��� L� Ggvfthnicd Engingffing P 13; 1076 mpasod Wafrww DnWfam Ydm ,. WA P #200"M Comm, 3.0 srm ONS UGCHMLW 0 e Riley Group, In 2 desired ftshed grade is met -lbe moisture content of ft soil, at the time of compaction shauW be wits a sbout Vwo pervett of it.7 optimum, as detertnined by this ASTM meOwd. H The Riley Croup, hw- IN zemi"Wigg &Pf-" 6, FgbFUMT 11. 7W ral jfvf if er sWuld obwrve ho�Ad w ovemcavated and rcpl4c4d with gmil, A Mt=bnicml engWt Oha iafiltrafion srtem cOnSUW60n- ffmu��� m m 111!1 Zj omw�� , Will" a URN 74 a IN a ,&7,, J,�7 MAJOR DIVISIONS DESCRIPTION » > ip 1+r ax a < # AND D ' Uql limb Wm thah 50 ar .s a i HI 0�lc Wm': ovwwe t a :- *t , # �. 000*ty� pd i i' N'biows per *x* ik Logy : PL Date: I { Test Pit Q, Sall Mscription sample T s ( i t. 0-2.5 - I and Z5 ft (184%) coWtm trace mom and organics, foose to amdium dense, m t}. , - 4, 8 Light brown sti (540%) dense. medium dampe k pp -, .- � medum demo to . cjww ), Terainsted Pte; -1. 5 Qwk browrMack aft ISAND vMW gravel and _ tace mcft and Maerim loose to tt 1.5-3 Ughl brown sandy QRAVEL� Me s9f, looft to t damp, - . dun derise. : t .1 madiurn d t Terminated at 6.6 feet r r Logged By- P Dater: 100 Test Pit No. Depth B Deswiptilon � Sample Surface G cobbkes, "m mob and oMamcs, loose to t dense, P m 1 li . MeclkM dom 40 don". dam . Tem*uftd at 10 AML EVE r� wbwfts� "M rom and OrWAM loam to Mok* M4 cot"es� Waft to m -. s, .m a 0, medl= dense to M No tanon& encountered. Logged y T No. Depth Tall grassy � € - Owk bromMack * SANS des, Vace rom,and arpnics, tea dense, Moist , - ,-7,,5-4 L.;Uhj bmwn situ , 4-4,5 OM SAND, : , dOMP, (Sp)- 4,S-&5 GW Sandy GRAVEL " .- f. 3W and bo~. x*dkxn dean to t, aft SAND V61h d MOO" dwfsc� MOK mw ,2,6-4 €j (SW g. ht Twmkvdw at 4 feet : - Logged n FL to Test Pit NO. Depth eft) PO 7�7r�07 _ .,I Z5-4 Brm, A Sardf GRAVEL W;M-'Mff 0 SM, MW wbbtoss Me4WM iTem*uftd 6f"4 ww i°.�Rw,. ex3 w .. ., „. amwuczi Woo* 'a w vim" _. *wv OW P, -. § , aew IS 7 70 99 `?, -- 7 o' b 1-7 ba �o e5 C7 A-) co r < nL-') (4 ) 45t�J, / .1 Title '. Job # Dsgnr*. Date: Description Rev: 506001 Steel Column Page I Ik - • at General Information ksi ksi Depth 6.00 in Weight ksi Steel Section TS6X6X1/4 Fy 46.00 ksi X-X Sid esway : Restrained stresses ksi Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 18.000 ft Elastic Modulus 29,000.00 ksi DL + LL DL + Short 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 F'ey: DL+LL ksi ksi ksi Axial Load... Fb:xx: Allow IF3.1] 30.36 ksi 30.36 ksi 30.36 ksi Dead Load 10.23 k Ecc, for X-X Axis Moments 1.000 in 2.70 ksi Live Load 17.05 k Ecc. for Y-Y Axis Moments in Max X-X is Deflection Short Term Load k 0.000 ft XX Axis: Fa calc'd per 1.5-1, K*L/r < Cc ksi ksi Depth 6.00 in Weight ksi YY Axis: Fa calc'd per 1.5-1, K*Ur < Cc Fb:yy: Allow [F3.1] 5.59 M2 I-YY 30.36 ksi 3036 ksi Thickness 0.250 in stresses ksi fb ; yy Actual S-YY 0.00 ksi 0.00 ksi Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa . Allowable 15.78 ksi 15.78 ksi 15.78 ksi 15.78 ksi fa : Actual 1.83 ksi 3.05 ksi 4.88 ksi 4.88 ksi F'ey: DL+LL ksi ksi ksi Cb.y DL+LL Fb:xx: Allow IF3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb . xx Actual 1.01 ksi 1.69 ksi 2.70 ksi 2.70 ksi Section Properties TS6X6X1/4 ksi ksi Depth 6.00 in Weight ksi 30.30in4 Fb:yy: Allow [F3.1] 5.59 M2 I-YY 30.36 ksi 3036 ksi Thickness 0.250 in 30.36 ksi 30.36 ksi fb ; yy Actual S-YY 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values r­yY 2.328 in Ilm F'ex. DL+LL T7,3_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 Section Properties TS6X6X1/4 Depth 6.00 in Weight 18.99 #/ft I-Xx 30.30in4 Width 6.000 in Area 5.59 M2 I-YY 30.30 in4 Thickness 0.250 in S-XX 10.100ir3 S-YY 10.100in3 r_XX 2.328 in r­yY 2.328 in (c} 1983 -98 EiVERGALC Unlicensed Copy, Ver 5.0.6,15-Jul-1998 Title; Job # Dsgnr: Date: Description WE= 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 2001Fy 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% as • MMEM =# Max. Static Soil Pressure 1,825.83 psf Vu : Actual One-Way 45.18 p3 Allow Static Soil Pressure 2,500,00 psf Vn*Phi: Allow One-Way 93.11 pQ f # It 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 OEM � M 2 # 13s 1 # 9's 1 # 10's Unlicensed Copy, Ver 5.0 -615-jul-199-8-- _7Z 1 f -2, X SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue-Suite 100 -Seattle • WA 98121 ffice: 206-1143-6212 Fax 206-1443°`1870 K _7Z 1 f -2, X 71-- =1 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue-Suite 100 -Seattle • WA 98121 ffice: 206-1143-6212 Fax 206-1443°`1870 71-- =1 62 -7-S- Z 0 L--- Project Proj, No. 71- Design Sheei 4; t— (A y. cl4h )OPIES '. 076CHIM I 6c- .. -2 Z z IL a V- 4$� z'q ItT (t'p MT. ea e % t-'- 9145' = 73-77-�- w rLcrt,0�7) Project Date Proj. No, ru I F- Design Sheet Vv% ,I y"j". rmSWENSON SAY F A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 • Seattle - WA 98121 4f rr as i 4s 0 0 414 7 97 C OvT -0" 1 t,3') % (4, m @ C- vf---A,�T "/43 d l?," O -C, I& 'p O.C. VEIvr A&V. 0(judy. T q8" y- 1'/ P—�� A! T 0 W.Opm rmSWENSON SAY F A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 • Seattle - WA 98121 Office. 2W41113-6212 Fax. 206-1143.4870 ooLLC, r- -P:N A- Project ate Proj- No, Design Sheet Current Date: 5130/2007 6:04 PM Units system: English QAld �1=1 imil, Tilt-Up Concrete Wall le 8, 11c, GENERAL INFORMATION, Ole I" 45--e—by 6-C. vex im SEMSM. ACI 318-05 - ACI 5551 R-92 h "I HP T' 12 13 14 15 L Mi 241 a immmmarm Total panel weight 22.17[Kip] Total reinforcing steel weight 0.09[ KIP] Total concrete volume 154=[ft3l Forming Use a 2 x 6 with !6" plywood strip added Global status OK Geometry Total height - HT 17,00[ft] Bottom panel - Hb 12.00[in] Parapet height -tip 36.00[in] Panel thickness - h 5,50[in) I otal length - L 16.00[ft] Consider reveals Yes Reveal size 0.75[in] zM "z. AMPRO—rts: Story height IN 17M Level Height Restraint -- – - — -------- ____v Level 0 0.00 Pinned L _l 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[Kip/ft3] Reinforcement Yield strength - fy 60-00[Kiplin2l Epoxy coated No 0.75[in] Over 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+EQcp ' 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 SIO Yes Service DL+Wip+LL S11 Yes Service DL+Wcp S12 Yes Service DL+Wop+LL D1 Yes Strength design 0.9DL+1 .60P D2 Yes Strength design 0.91)1_+1.6WOP 1_13 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,?-DL+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+O.BWOP D12 Yes Strength design I ADL Page2 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 I .00[inj Minimum distance between transverse reinforcement bars 1.00[inj Round bar length to 1 .00[in] Round bar spacing to 1.00[in] Estimated distance to mechanical center 2.00[in] Forces envelope; Strip Axial le MXX Ic Mzz is VX IC Vz IC [Kip] [Kip*ft] [Kip*ft] [Kip] [KIP] 1 max 54.33 D5 18.13 D9 19040 D8 0.00 D12 5.05 D9 Min 0.00 DL -15.70 D5 0.00 D12 -1120 D8 -2.44 D4 Geomet Length I (in-plane) PM HE FAM WA =. I q Vertical 2244 Spacing between bars 9.00[n) As provided 4.40[in2] Provided Rho 0.00965 Horizontal _reinforcement: Strip 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. 56,53 Slenderness is Y lu 17.00[ft] iu/h 37 Ig 2662.00[in4] STRIP RESULTS: 1 Mcrl(+*Mn) Status Vu Ic Flexural Compression: lcr In-Plane (X) Mcr Out-of-Plane (Z) Strip Pia Ic _Deflection, [Kip] Minimum deflection ratio 54,33 105 Strip Asmax Strip Mnxx 1 [Kip*ft] 56,53 0 Shear, Mcrl(+*Mn) Dir Vu Ic [Kip] In-Plane (X) -11.20 D8 Out-of-Plane (Z) 5.05 D9 0.78 _Deflection, Minimum deflection ratio Strip Asmax [in] 1 1.36 Mul(+*Mn) Mcrl(+*Mn) AsreqfAsprov Strength ratio*. 0.84 OMZRBE: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 M As Ratio [in] 0,10 0.07 Page4 status : Panel to panel connections are required Description Force Distance Moment [Kip] IN [Kip*ftl Wind Load (in-Plane) 5.60 IT00 95.20 Seismic Load (in-Plane) 1120 17.00 c0.�5 Calculation of resisting forces: Description Force Distance Moment [Kip] [Klp*ft] --- ---- - — — — - – ----- — M03 297=66 Dead Load 2 9-69 Live Load 12.48 8°00 99.84 Global stabili!r. Ailowable safety factor for overturning 1.50 Description RM OTM Overt. [Kip*ft] [Klp*ftl FS Panel 397.50 285.60 139 Page5 UZ Current Date: 618/2007 8:29 AM Units system: English File name: H:\Users\mf1orea\ProjectsNYelm Retail\Building A\Panel 22 strip.tup DOS19H ROSURS Tilt-Up Concrete all -mx I(- 5 VELT (_41 7aTAE. W '/Z PAUE&.) GENERAL INFORMATION: Lt vi", KOO— 17— ki Es•,, AI 318-05 - AI 551 R-92 h Hp 12 13 14 15 L agmmary. Total panel weight Total concrete volume Forming 222maet-M. Total height - HT Bottom panel - Hb ff?"Tr- T i otall length - L Consider reveals Reveal size 10 ra H, 4•57[Kip] Kip] 31.70.03[-1[ft3l Use a 2 x 6 with 1/2" plywood strip added M 4.01[il .00[ft] Yes s 0 Ei .75Ein] I P P ag 117 M (44 _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 E Seismic Load (Out-of-Plane) EQip No EQip Seismic Load (in-Plane) S1 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 86 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 1.2DL+EQop+LL DIO Yes Strength design 1.2DL+LL+0.BWip DII Yes Strength design 1 .2DL+LL+0.8Wop D12 Yes Strength design I ADL M (44 Steel reinforcement tsars: 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 envelope: Strip Axial is 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 D6 -0.64 D1 0.00 139 it I � - a LWO ITTIM Page3 OTAMIZOOM-M Vertical 944 Spacing between bars Uorin] As provided 1,80[in2l Provided Rho 0,01579 Horizontal reinforcement- [KIP] Horizontal 15-#4 Spacing between bars 14.00[in] As provided 3.00[in2] Provided Rho U0278 Number of legs in-plane 1 x IC ft] '4 D9 Mul(�*Mn) Mcrl(+*Mn) Asreq/AsPrOv Strength ratio: 0.88 0Z7 0.84 0.88 EMESEMEMEEtl Shear• . Vu IC VC Vs +*Vn Vul(+*Vn) Asreq/AsprOv Dir [Kip] [KIP] [Kip] [Kip] In-Plane (X) _064 D1 26.71 32.92 44.73 0.01 0.46 14.18 0.00 0.23 Out-of-Plane (Z) 0.00 D9 14.84 4.07 _Deflection-, Minimum deflection ratio 150 Strip Asmax As Ratio [in] [in] — - — -------- 131 0,17 0.13 03 4k OK No panel to panel connections are required Description Force Distance [Kipj Ift] Wind Load (In-Plane) OAO 16.33 Seismic Load (in-Plane) OAO 1633 Description Force Distance [KIP] Ift] Dead Load 7.25 214 Live Load 4AS ZOO Moment [Kip*ftj 6.53 6.53 OM ®1- Current Date: 6/812007 8:31 AM' Units system: English File name: H:\Users\mflorea\Prcjects\Ye1m Retail\Building C\Panel 12 strip.tup Design Results Tilt-Up Concrete all 2 70h " PAPP-L. T GENERAL INFORMATION: 6AICA Fh<S-- VEA� I . AA) P Design code ACI 318-05 - ACI 559R-92 13 12 13 14 15 L Summary. Total panel weight Total reinforcing steel weight Total concrete volume Forming Global status GaometrV: Total height - HT Total length - L Consider reveals Reveal size E HT H1 04 2.98[Kip] 0.02[Kip] 20.73[ft3] Use a 2 x 8 in M, h 16.33[ft] 12,00[in] 0,00[in] 0057- 7.25[in] Yes 0.75[in] Pagel 0% Foundation type Continuous footing Footing width 1.98[ftj Number of stories 1 Story Story height 16.33 uRports: Level Height Restraint TX Ty °fz Rx Ry Rz Level 0.00 Pinned 1 1 1 0 0 0 Leven 1633 Dinned 0 0 1 0 0 0 Materials: Material Q 4-60 Concrete compressive strength - fc 4,00[Kip /in ] Concrete type Normal Modulus of elasticity 360 a.00[KipTin2] Unit weight 0.14[Kipfft3] Reinforcement yield strength - fy 60.00[Kiplin2] Epoxy coated No Cover 0.75[in] Load conditions: ID Comb. Category Description DL No DL Bead Load LL No LL Live Load Woo, No Wop Wind Load (Out -of- Plane) Win No Wip Wind Load (in- Plane) EQop No EQop Seismic Load (Out -of- Plane) EQip No EQip Seismic Load (in-Plane) S1 Yes Service DL S2 Yes Service DL +EQip S3 Yes Service DL +EQip +LL S4 Yes Service DL +EQop , S5 Yes Service DL +EQoptLL S6 Yes Service DL +LL S7 Yes Service DL +LL +Wip S8 Yes Service DL +LL +Wop S9 Yes Service GAL +Wip S10 Yes Service DL +Wi +LL S11 Yes Service DL +Wop S12 Yes Service ILL +Wop +LL D1 Yes Strength design 0.9LSL +1.6Wip D2 Yes Strength design 0.9DL +1.6Wop D3 Yes Strength design 0. DL +EQip D4 Yes Strength design 0,9i3L +EQop Lis Yes Strength design 1.2JL +1.6L L D6 Yes Strength design 1.2DL +1.6Wip +LL Liz Yes Strength design 1.2DL +1.6Wop +LL DS Yes Strength design 1.2DL +EQip +LL D9 Yes Strength design 1.2DL+ Qop +LL 10 Yes Strength design 1,2 L +LL +0.8Wip D11 Yes Strength designs 1.2DL +LL +O,8Wop D12 Yes Strength design 1,4iDL on Minimum main reinforcement ratio 00200 Minimum secondary reinforcement ratio U0120 Maximum main reinforcement ratio 0.080 Maximum secondary reinforcement ratio U80 Limit tensile strain U04 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 enveloRe: Strip Axial Ic MxX Ic IVIZZ Ic Vx IC Vz IC [Kip] [Kip*ftl [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 MH h :r r GeometCi: Length I (in-plane) BMW= UH OM 15'D 1344 17.00[in] 2.60(in2l U0366 2 I 0 Shear: Mcrl(+*Mn) Dir Vu is [Kip] In-Plane (X) -4.91 D3 Out-of-Plane (Z) 0.00 D9 0.74 ------ — - — Deflection: Minimum deflection ratio Strip Asmax [in] 1 1.31 RESULST OF STABILITY Muf(r *Mn) Mcrl(+*Mn) Asreq/Asprov Strength ratio: U0 0Z8 0.74 ------ — - — 0.80 MEMEME=1 -- — - 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 0.00 037 W11 As Ratio [in] 0.266 0.20 Page4 Status N. G, L P E L E� TH q I (e Panel to panel connections are require Calculation of destabilizing forces: Moment [Kip] Ift] Description Force Distance Moment Live Load 4.51 [Kip] Ift] [Kip*ftl ---- – ---- – ------ – — – – – ------- Wind Load (in-Plane) 030 1633 4.85 Seismic Load (in-Plane) 4.91 1633 80.19 rg,�. 5 Description Force Distance Moment [Kip] Ift] [Kip*ftl Dead Load 5.70 1.46 8.33 Live Load 4.51 0.99 4.47 •r. IMMMINS,% =TT I j5z, Headed Ano halt�onraec�ionC� sic�rl Jdb# CUT— eF- domAtEC-MOPJ PerACI-301 (2005) Appendix D B.F # 7Z) -5-6 Detail MM T. V. d h S2min S2.. C.1 C.Ib C,2 C-'b Seismic Risk? F� a b, eccN eccv t a) Steel strength of , anchor in tension (D.5.1;: F-10-7-51 in` A o.i42 ,PN.. F— 21.3 kips C) concrete breakout strength in tension (D.5.2); 7661, kips Governed by. kips 0.75 Am Nate: All failures should be governed by 340 in' AN- The 2onnsotion Mat_s strength reouirOm n for th 144 in' & D, Eguation D-31 1.00 1.00 1,00 1.04 N� 12.14315 kips 4,N 21.Sf?349 kips a) Pullout strength of anchor in tension (0.5,3): � 0.75 V..p 1.4 A, 0.467 in' N, 14.944 kips ,M, 627648 kips f) Side-face blowout in tension (D,5.4) F- —075 4,N, Does not control 4%, El Does not control b) Steel strength of anchor in shear (D.6.1): Ib F-- 0-6-51 Awt L:Egiff =Ekips it) Concrete breakout strength in shear (D.6.2): g) Concrete pnrout in shear (D-6-3) 41 F--O 751 W, [A3.4p698 kips Output: �T� 15.975 kips Governed by., a) Steel strength of anchor in tension (D.5.1): 4, tv, 7661, kips Governed by. kips d) Concrete breakout strength in shear 0.52): Nate: All failures should be governed by TJIIT� TA C.534585 D steel anchor failure (modes Wandbj per ACC all 5 The 2onnsotion Mat_s strength reouirOm n for th Ivan loads accordina to AP 318-05 All & D, Eguation D-31