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Home My WebLink About234 DATE AVE; STRUCT SET 2 PART 2; PC070060; Structural CalculationsJN: GG5532.00 STRUCTURAL CONTENTS OF VOLUME 2 of 2 Structural Calculations for Slab Structural Calculations for Columns and Footings CRESCENT DEL SOL ESTATES 234/236 DATE AVE. CARLSBAD, CA 92008 0 CLIENT : CRESCENT DEL SOL ESTATES. LLC Thornton Tomasetti New York, NY Newark, NJ Chicago, IL Dallas, TX Irvine, CA 2415 Campus Drive Suite 110 Irvine, CA 92612 Tel: (949) 271-3300 Fax: (949) 271-3301 STEPHANIE WELSH S.E. # 2998 PCcnoobo STRUCTURAL CALCULATIONS TABLE OF CONTENTS PROJECT: CRESCENT DEL SOL ESTATES 234 - 236 DATE AVE. CARLSBAD, CA 92008 ARCHITECT: TRANSPACIFIC ARCHITECTS STRUCTURAL ENGINEER: THORNTON-TOMASETTI GROUP PROJECT NUMBER: GG5532.00 A. BLDG 1 VOLUME I SECTION PAGE NUMBERS DESIGN LOADS Misc. G1-G3 M1-M2 1. FLOOR FRAMING 2. ROOF FRAMING 3. LATERAL ANALYSIS «& DESIGN A1-A24 A25-A43 A44-A89 B. BLDG 2/5 L FLOOR FRAMING 2. ROOF FRAMING 3. LATERAL ANALYSIS & DESIGN B1-B32 B33-B82 B83-B116 C. BLDG 3/4 1. ROOF FRAMING C1-C39 2. FLOOR FRAMING C40-C72 3. LATERAL ANALYSIS & DESIGN C73-C D. BLDG 6 1. ROOF FRAMING D1-D54 2. FLOOR F FRAMING D55-D109 3. LATERAL ANALYSIS & DESIGN Dll O-D 163 VOLUME II E. PODIUM SLAB DESIGN 1. SUPERSTRUCTURE LOADS/INPUT FILES E1-E20 2. OUTPUT FILE/REINFORCING PLANS E21-E90 F. CONCRETE COLUMN & FOOTING FO-F El Thomton-Tomasetti Group Project (LoU L/9^vi5''^ / (L^'zy&'f4^ Project*: Date: G - "1 / EVl- •^gst-. By. Sheet of Checked by: Drawing #: It-" 1 - e^fe 1^ doL'b' ^ V Thomton-Tomasetti Group Project ] Project*: Date: By: Sheet of. Checked by: Drawing #: 1^ 1^ Pp= llC'^"- ^^^^ Thomton-Tomasetti Group Project Project #: Date: By: Sheet of. Checked by: Drawing #: •tw.) I - - - , ~' Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: aiA^. LQuW £-5 Thomton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet Drawing #:. of >4 le?€.j^<i^ 15 SSi, 1 Thomton-Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet Drawing #:. of '^^../vfts* 4?^G^4 ifuj^)e>t>^^ P&^kO^.^-'i^'^-O t=<p^ fTxt-fcicm:\Ot=4 fWp-M\T KjO^On^-t4 .^-^^u^ ^'1.3 of Thomton-Tomasetti Group Project Project*: Date: By: Sheet of. Checked by: Drawing #: 1 . 2fe P^^ lU^- P^ ^ ^^^^ u- -^-^ fid, Pp - If? PW 1 b,if Thomton-Tomasetti Group Project Project*: Date: By: Sheet of. Checked by: Drawing *: '{ovo ... . /LT^ ~ UOQ' 0e'4ioj4 4c^(>s).4/Zf^-]"^- (>tc? US) e I o(\^+ 4o) 4- i.i^^ - (^^f^ '^ Thomton-Tomasetti Group Project. Project *:. By: Checked by: Date: Sheet Drawing *:. of ^-D ^2.e: fl\^ , ./L(^ .-^x o-a ll^^CD 4- /£) 00 £? jJx^^iS'^'iT^^?^^^ ,^,,4*" o"' 4^-^„o L ^ \o Thomton-Tomasetti Group Project Project*: Date: By: Sheet of. Checked by: Drawing *: ^5A i 4r^/ ^ ^m'^^i^^^ ^^^^ • .--5 Thomton-Tomasetti Group Project . Project*: Date: By: Sheet of. Checked by: Drawing #: 5^ Po- 4./2^^^ Thomton-Tomasetti Group Project Project*: Date: 4?-g> '~0 By: Sheet of Checked by: Drawing *: vX (4-^ • ^ uX uo Thomton-Tomasetti Group Project Project *: Date: c/ J By: Sheet of. Checked by: Drawing #: ^4=>- ^(ii^'^l - H44'' 4 ^ ^^^ic.(4^v/^(,^)4^.^ (^^£^)^6^)vi33-?r ^ L .10,0. ^ 44(^7 j 4- io(rtr^ -LF lo^ ^ i'^64i.^ c Thomton-Tomasetti Group Project Project *: Date: By: Sheet of. Checked by: Drawing *: Pools-+ Ain <^ IIMA USfA-v«- (^4-^^ . ^ ^Vto V4D"^+ ^C^Q"^ -S6.4-* 'V (,4 (2U) p • I't7) £(5 Thomton-Tomasetti Group Project Project*: Date:. By: Sheet of. Checked by: Drawing *: (4u^ ft^ M3>>to'^/l,s(S)'^ * :^ V ^P--^ C.^^')45^0 Project. Thomton-Tomasetti Group LLjrpt^..iA'¥ €h\ I Project*: pate: 'jp''! By: Sheet of. Checked by: Drawing *: UOo^- io ; /t^ ^ 4- (o(^7^ /2o(^^ "^^^^ ^ U5 L«- ID(J4^ ) t-^(jlo) « fee^ U£7^^ 4^ /la N)4- '^//l-T^4- /2€*{^^^ u:?^^r 4(£4^)4 4^%>N5. ^yJ^is)B P) + 4(V)-^ 4 lo(<i^ P^. 4^ a. - i,>>L^^ ^-^OP- ^S C'^'?"^4- ^.o^-^s)) -^4D * 4 Thomton-Tomasetti Group Project Project *: Date: 4 - Ct^qj^ + ^^Ch)^l ^^(\o^nj:> - fu^-^ ^ C^4P 4 1(^)4- >:',n ^ yy By: Sheet of. Checked by: Drawing *: UP 1— 1 ^^^64 UPO- ^(4^4- '2o(5^^4- l(4/|'^-= 51 u UOD-^- ACriiY ID(VUP) - l^De. ^< * 1, it^ I an Thomton-Tomasetti Group Project Project *: Date: By: Sheet of. Checked by: Drawing *: Pu=^ t?(j^^4o 4l;b^'^ ^d^^ Po- (^(4^4 w(>s)) ^ 4 i-o(/^;)i/4 ^ ^^ii^' si" ^ - CP(S{ pp- O-il^^^ Pu' 1?(.&^")4o - U ^^^^ fc - 4i6^^c. BIB Thomton-Tomasetti Group Project Project #: Date: By: Sheet of. Checked by: Drawing *: i^ Pu-^ ^ijx^^o 4 4o {^UO^ (s? ?p ^ ^(5^)^^ e(/L)ij&^-f 3(^^111 0J]^^7 P*=-'2/i04j(5C)4^p 4 ^(<;^/in «^ ,f/2.^; ^ PU-'1A04^%~)H& -^(j^^o =-5.1^-^ ^^60 • ^^"^ ^^^^ " Pu"-S(4^)4d> io(n^')4o "^toe^:^ 1^ Thomton-Tomasetti Group Project. Project *: By: Checked by:. Date: Sheet Drawing #:. of B B 14(^1^)4^ C'Wcs^-^ P t^-iiCO (^o . ^'ieo"** PP. 5 (n.^") 13,91 1.2. (ll l^Ail 1^4^(^^N^ Pu = 5.(4D3)"t^-*>4 (1 ((5^4o ^ 11.^^ to O '^J '4o- :5 '.) 4 4?- ^ f eP) fee? \ A / LP UL- p. 4 CH ^ ""^' •'^ ("P) ^ 9^7€-^i " .It 34""' V\COO Pfe .e> Thomton-Tomasetti Group Project Project *: Date:. By: Sheet of. Checked by: Drawing #: pQ-D/ UM SLAB T>S^^^ U5/^/(^ j^AM CoNCBPT Slab_Revised_Final_Loads_101806.cpt 10/18/2006 RAM Concept O 2006 Bentley Systems, Inc. RAM Concept" Is a trademark of Bentley Systems, Inc. 2.02 JN: GG5532.00 THORNTON-TOMASETTI GENERAL Units Geometry Units Plan Dimensions: feet Angles: degrees Slab Thtekness: Inches Elevations: inches Slab_Revised_Final_Loads_101806.cpt -10/18/2006 Support Dimenstons: inches Support Height: feet Loading and Reaction Units Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kIps/ft Line Moment: pounds - Report As Zero: 0 pounds Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Units Point Force Spring: kips/in Point Moment Spring: k-ft/» Line Force Spring: ksi Line Moment Spring: k/^ Area Force Spring: pci Area Moment Spring: k/ff I Slab Analysis Units Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches IVIateriais Units Concrete Volume: cu. yds Rebar Weight: tons PT Weight: pounds Reinforcing Area: sq. In. Tendon Profile: Inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Miscellaneous Units Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongattons: Inches Units -1 Signs Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Positive Loads i 5 Positive Analysis z ^•7 Positive Reactions Signs -1 Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 l\/laterials Concrete Mix Mbc Density Name (pcf) fcl (PSi) fc fcui (psi) (psi) feu (psi) Polssons Ratio User Eci Ec Oak: (psi) UserEc (psi) 3000 psi 150 3000 3000 3724 3724 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3724 4978 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 5000 psi 150 3000 5000 3724 6403 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3724 7448 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 PT Systems System Name Type Aps Eps (sq. in.) (ksi) fse (ksi) fpy (ksi) fpu Duct Width Strands (ksi) (inches) Per Duct Min Radius (feet) VJ" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 Vl" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Name (ksi) (incties) Anctior Friction Wobble Friction Angular Friction Long-Term Losses (I/feet) (1/radians) (ksi) VI" Unbonded 216 0.25 0 0.0014 0.07 22 VI" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar Name As (ksi) ES (ksi) Fy (ksi) #3 0.11 29000 60 #4 0.2 29000 60 #5 0.31 29000 60 #6 0.44 29000 60 #7 0.6 29000 60 #8 0.79 29000 60 #9 1 29000 60 #10 1.27 29000 60 #11 1.56 29000 60 SSR Systems SSR System Name Stud Area (sq. in.) Head Area Min Clear Head (sq. In.) Spacing (Inches) Specified Stud Spacing (Inchesj Fy Stud Spacing Rounding (ksi) Increment (inches) Min Studs Per Rail New SSR System 0.196 1.96 0.5 None 50 0.25 2 Materials -1 Slab_Revised_Final_Loads_101806.cpt -10/18/2006 Design Rules Code Minimum Design 318-99 Min. Reinforcement User Minimum Design Specified MIn. Reinforcement Initial Service Design 318-99 Initial Service Design Service Design 318-99 Sen/ice Design Include detailed section analysis Sustained Service Design 318-99 Sustained Service Design Strength Design 318-99 Strength Design Punching Shear Design DL + 0.25LL Design UBC97 DL + 0.25 LL Strength Ductility Design 318-99 Ductility Design Design Rules -1 LLi oo 5 gi 1 o D o • o • • • • o • • • • • 1 jfc^K j o 5=1 i 5 • • CO 1 • • o • • •IJL. • o o • # Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Mesli Input: Walls Below Table Number Mix Fixed Near Fixed Far Comp. Height feet Thtokness Inches Shear WaU 1 3000 psi false false true 10 8 false 2 3000 psi false false true 10 8 false 3 3000 psi false false trtJe 10 8 false 4 3000 psi false false true 10 8 false 5 3000 psi false false true 10 8 false 6 3000 psi false false true 10 8 false 7 3000 psi false false true 10 8 false 8 3000 psi false false true 10 8 false 9 3000 psi false false true 10 8 false 10 3000 psi false false true 10 8 false 11 3000 psi false false tme 10 8 false 12 3000 psi false false true 10 8 false 13 3000 psi false false true 10 8 false Mesh Input: Walls Below Table -1 Slab_Revlsed_FinaLLoads_101806.cpt -10/18/2006 Mesh Input: Walls Below Table (2) Spec. Trib. Area Spec. Infl. Area Use Spec LLR Params MaxLLR % false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 false 1 0 0 40 Mesh Input: Walls Below Table - 2 Slab_Revlsed_FlnaLLoads_101806.cpt -10/18/2006 Mesh Input: Columns Beiow Table Number Mbc FbcedNear FbcedFar Comp. Height feet B Inches D inches Angle degrees Roller 1 5000 psi true tme tme 10 20 20 0 false 2 5000 psi true tme tme 10 20 20 0 false 3 5000 psi tme tme tme 10 0 24 0 false 4 5000 psi tme tme tme 10 20 20 0 false 5 5000 psi tme tme tme 10 20 20 0 false 6 5000 psi tme tme tme 10 20 20 0 false 7 5000 psi tme tme tme 10 20 20 0 false 8 5000 psi tme tme tme 10 20 20 0 false 9 5000 psi tme tme tme 10 20 20 0 false 10 5000 psi tme tme tme 10 0 24 0 false 11 5000 psi tme tme tme 10 20 20 0 false 12 5000 psi tme tme tme 10 20 20 0 false 13 5000 psi tme tme tme 10 20 20 0 false 14 5000 psi tme tme tme 10 20 20 0 false 15 5000 psi tme tme tme 10 20 20 0 false 16 5000 psi tme tme tme 10 20 20 0 false 17 5000 psi tme tme tme 10 20 20 0 false 18 5000 psi tme tme tme 10 0 32 0 false 19 5000 psi tme tme tme 10 0 24 0 false 20 5000 psi tme tme tme 10 0 24 0 false 21 5000 psi tme tme tme 10 20 20 0 false 22 5000 psi tme tme tme 10 20 20 0 false 23 5000 psi tme tme tme 10 20 20 0 false 24 5000 psi tme tme tme 10 20 20 0 false 25 5000 psi tme tme tme 10 20 20 0 false 26 5000 psi tme tme tme 10 20 20 0 false 27 5000 psi tme tme tme 10 20 20 45 false 28 5000 psi tme tme tme 10 20 20 0 false 29 5000 psi tme tme tme 10 0 24 0 false 30 5000 psi tme tme tme 10 20 20 45 false 31 5000 psi tme tme tme 10 20 20 0 false 32 5000 psi tme tme tme 10 20 20 0 false 33 5000 psi tme tme tme 10 20 20 0 false 34 5000 psi tme tme tme 10 20 20 0 false 35 5000 psi tme tme tme 10 20 20 0 false 36 5000 psi tme tme tme 10 20 20 0 false 37 5000 psi tme tme tme 10 20 20 0 false 38 5000 psi tme tme tme 10 20 20 45 false Mesh Input: Columns Below Table -1 E53 Slab_Revised_FlnaLLoads_101806.cpt -10/18/2006 Mesh Input: Columns Below Table (2) Spec. Trib. Area Spec. Infl. Area Max LLR 1 Factor Use Spec LLR Params Spec. LLR Levels sq.ft. sqft. % 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 1 false 1 0 0 40 Mesh Input: Columns Below Table - 2 Slab_Revised_Final_Loads_101806.cpt -10/18/2006 Mesh Input: Slab Areas Table Number Mbc 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi Thickness Inches TOC Inches RrAxis Priority Behavhjr KMr 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 18 18 20 18 18 20 20 22 12 18 26 18 20 20 20 18 18 20 18 20 22 22 18 18 18 20 24 18 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab two-way slab 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mesh Input: Slab Areas Table -1 Slab_Revlsed_Final_Loads_101806.cpt 10/18/2006 Mesh Input: Slab Areas Table (2) KMs KMrs KFr KFs KVrs Mesh Input: Slab Areas Table - 2 Slab_Revised_Final_Loads_101806.cpl -10/18/2006 Mesh Input: Slab Openings Table Number Priority 20 20 20 20 20 20 20 20 Mesh Input: Slab Openings Table -1 JN: GG5532.00 THORNTON-TOMASETTI LOADING Loadings Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Loading Name Type Analysis On-Pattem Factor Off-Pattem Factor Setf-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Constmction (At Stressing) LoadifiQressing Dead Normal 1 1 Other Dead Loading Dead Normal 1 1 Live (Reducible) Loading Live (Reducible) Nomial 1 0 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 Live (Storage) Loading Live (Storage) Nonnai 1 0 Live (Roof) Loading Live (Roof) Normal 1 0 service seismic Service Seismic 1 Nonnai 1 1 Loadings -1 Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Load Combinations All Dead LC Active Design Criteria: <none> Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1 1 Balance Loading 0 0 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic 0 0 Dead + Balance LC Active Design Criteria: <none> Loading Standard Factor Ait. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic 0 0 Initial Service LC Active Design Criteria: Initial Sen/Ice Design Loading Standard Factor An. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1.13 1.13 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 1 1 Other Dead Loading 0 0 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic 0 0 Load Combinattons -1 E4o Slab_Revised_FlnaLLoads_101806.cpt -10/18/2006 Load Combinations (2) Service LC:D +(1.010.0) L ' Active Design Criteria: Service Design Lcjading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 1 1 Live (Unreducible) Loading 1 1 Live (Storage) Loading 1 1 Live (Roof) Loading 1 1 service seismic 0 0 Service Seismic LC: D + L + 0.7E (service seismic) Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 1 1 Live (Unreducible) Loading 1 1 Live (Storage) Loading 1 1 Live (Roof) Loading 1 1 service seismic 0.98 0.98 Service Seismic LC: D + L -0.7E (service seismic) Active Design Criteria: <none> Loading Standard Factor Ait. Envelope Facdor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 1 1 Live (Unreducible) Loading 1 1 Live (Storage) Loading 1 1 Live (Roof) Loading 1 1 service seismic -0.98 -0.98 Load Combinations - 2 Ir4 \ Slab_Revised_Final_Loads_101806.cpt -10/18/2006 Load Combinations (3) Service Seismic LC: 0.6D + 0.7E (service seismic) (Active Design Criteria: <none> Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 0.6 0.6 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 0.6 0.6 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic 0.98 0.98 Service Seismic LC: Q.6D - 0.7E (service seismic) Active Design Criteria: <none> Loading Standard Factor Alt Envelope Factor Self-Dead Loading 0.6 0.6 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 0.6 0.6 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic -0.98 -0.98 Sustained Service LC Active Design Criteria: Sustained Service Design Loading Standard Factor AH. Envetope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 0.5 0.5 Live (Unreducible) Loading 0.5 0.5 Live (Storage) Loading 1 1 Live (Roof) Loading 0.5 0.5 sen/ice seismic 0 0 Load Combinations - 3 Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Load Combinations (4) DL + 0.25LL LC Active Design Criteria: User Minimum Design, Code Minimum Design, DL ••• 0.25LL Deslgi Loading Standard Factor M. Envetope Factor Self-Dead Loading 1 1 Balance Loading 0 0 Hyperstatic Loading 0 0 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1 1 Live (Reducible) Loading 0.25 0.25 Live (Unreducible) Loading 0.25 0.25 Live (Storage) Loading 0.25 0.25 Live (Roof) Loading 0.25 0.25 service seismic 0 0 Factored LC: 1.4D + 1.7L Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Loading Standard Factor Ait. Enveiope Factor Self-Dead Loading 1.4 1.4 Balance Loading 0 0 Hyperstatic Loading 1 1 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1.4 1.4 Live (Reducible) Loading 1.7 1.7 Live (Unreducible) Loading 1.7 1.7 Live (Storage) Loading 1.7 1.7 Live (Roof) Loading 1.7 1.7 service seismic 0 0 Factored Seismic LC: 1.2D + f 1L + 1 .OE (service seismic) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Loading Standard Factor Alt. Envetope Factor Self-Dead Loading 1.2 1.2 Balance Loading 0 0 Hyperstatic Loading 1 1 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 1.2 1.2 Live (Reducible) Loading 0.5 0.5 Live (Unreducible) Loading 1 1 Live (Storage) Loading 1 1 Live (Roof) Loading 0 0 service seismic 1.4 1.4 Load Combinations - 4 Slab_Revlsed_Flnal_Loads_101806.cpt -10/18/2006 Load Combinations (5) Factored Seismic LC: 1.2D + fIL - 1.0E (service seismic) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Desig Loading Standard Factor Alt. Envetope Factor Self-Dead Loading 1.2 1.2 Balance Loading 0 0 Hyperstatto Loading 1 1 Temporary Constmctton (At Stressing) Loading 0 0 Other Dead Loading 1.2 1.2 Live (Reducible) Loading 0.5 0.5 Live (Unreducible) Loading 1 1 Live (Storage) Loading 1 1 Live (Roof) Loading 0 0 service seismic -1.4 -1.4 Factored Seismic LC: 0.9D + 1.0E (service seismic) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductil Loading Standard Factor Alt. Enveiope Factor Self-Dead Loading 0.9 0.9 Balance Loading 0 0 Hyperstatic Loading 1 1 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 0.9 0.9 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (Roof) Loading 0 0 service seismic 1.4 1.4 Factored Seismic LC: 0.9D -1 .OE (service seismic) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Desig Loading Standard Factor Alt. Self-Dead Loading 0.9 0.9 Balance Loading 0 0 Hyperstatic Loading 1 1 Temporary Constmction (At Stressing) Loading 0 0 Other Dead Loading 0.9 0.9 Live (Reducible) Loading 0 0 Live (Unreducible) Loading 0 0 Live (Storage) Loading 0 0 Live (RooO Loading 0 0 service seismic -1.4 -1.4 Load Combinations - 5 Load Combinations (6) Long-Term Deflection LC Active Design Criteria: <none> Loading Self-Dead Loading 3 Balance Loading 3 Hyperstatto Loading 0 Temporary Constmction (At Stressing) Loading 0 Other Dead Loading 3 Live (Reducible) Loading 0 Live (Unreducible) Loading 1 Live (Storage) Loading 0 Live (Roof) Loading 0 service seismic 0 E44 Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Standard Facdor AH. Envetope Factor All Live LC Active Design Criteria: <none> Loading Standard Factor Alt Envelope Factor Self-Dead Loading 0 Balance Loading 0 Hyperstatic Loading 0 Temporary Constmction (At Stressing) Loading 0 Other Dead Loading 0 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Roof) Loading 1 service seismto 0 Load Combinations - 6 — (/) Ul uu i <^ 8 Zu I m ^ m \- I ^ o ? X ui •o e o I illh W_I u ce Q S3 CM ? to t w Z h-Ul < u * T 5" T Ul c6 cj) 6 Ul 3 col oal 3 SS ss § s s ss s s ! S3SSS Eiiils S9 9S Bi 9 S S S 9 3 9 S S 9 iii s s ilSiil 93 99 999 i^'iii 9 9 9 iii leb £ ^ ^ 9 ^ 9 _ 99 '^it iii 9|9 B 9 9 9 9 9 9 I8l 9 9 ill 9 9 91 S 9 9 221? 55S nunmu 4^ i I O ' I I a i_ . <> i i • i I • —I 1 I O o I I o I. J L I o • ! • I 1 i • i • I 1 I • I L J -n- • • • 00 Li. r • Bl, to II L to o II N • CjJ ..4 CM II N • I • ! • •i Cl L • Di • • 0 Ui Ui ^ 12 ^ « IS -3 t O ! t • i I I O ! -n • I I o cd li N CD II N % CO CO II N • o II N CO cq II N —1 I •—111 N CO CO II N o L CO cq II N LL • • O I • I I 1 I I I • I I I L I U"] • • • • • • •10.6 CO CD II N ¥ N % •11.9 T— r 1 ! I N 1 II N % ¥ N r 1 ! I N 1 • • ! CO CD JN: GG5532.00 THORNTON-TOMASETTI LONGITUDINAL TENDONS Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Longitude Tendon: Tendons Table Number System Harped Proflto 1 Inches Proflto 2 inches Stress 1 ksi Stress 2 ksi Auto Locate Profile 2 1 %" Unbonded false 6 2.5 175 175 false 2 Vl" Unbonded false 6 2.5 175 175 false 3 %' Unbonded false 14 8.5 175 175 false 4 Unbonded false 13 8.5 175 175 false 5 Vl" Unbonded false 13 6 175 175 false 6 Vi" Unbonded false 14 2.5 175 175 false 7 Vs" Unbonded false 6 2.5 175 175 false 8 14" Unbonded false 6 6 175 175 false 9 V'l" Unbonded false 9 6 175 175 false 10 %" Unbonded false 9 6 175 175 false 11 Vl" Unbonded false 17.5 6 175 175 false 12 Vi" Unbonded false 6 4 175 175 false 13 Vl" Unbonded false 15.5 8.5 175 175 false 14 Vi" Unbonded false 15.5 8.5 175 175 false 15 VI Unbonded false 15.5 4 175 175 false 16 Vl" Unbonded false 17.5 2.5 175 175 false 17 Vl" Unbonded false 15.5 2.5 175 175 false 18 Vl Unbonded false 8 6 175 175 false 19 Vl" Unbonded false 8 6 175 175 false 20 Vl" Unbonded false 17 6 175 175 false 21 Vl Unbonded false 17 2.5 175 175 false 22 Vl" Unbonded false 6 4 175 175 false 23 Vl" Unbonded false 15.5 2.5 175 175 false 24 Vl" Unbonded false 15.5 4 175 175 false 25 Vl" Unbonded false 15.5 2.5 175 175 false 26 Vl" Unbonded false 15.5 2.5 175 175 false 27 Vl" Unbonded false 17.5 6 175 175 false 28 Vl" Unbonded false 8 6 175 175 false 29 Vl" Unbonded false 17.5 2.5 175 175 false 30 Vl" Unbonded false 8 6 175 175 false 31 Vl" Unbonded false 16.5 2.5 175 175 false 32 Vl" Unbonded false 16.5 2.5 175 175 false 33 Vl" Unbonded false 16.5 2.5 175 175 false 34 Vl" Unbonded false 6 4 175 175 false 35 Vl" Unbonded false 16.5 4 175 175 false 36 Vl" Unbonded false 6 2.5 175 175 false 37 Vl" Unbonded false 16.5 2.5 175 175 false 38 Vl" Unbonded false 16.5 2.5 175 175 false 39 Vl" Unbonded false 16.5 2.5 175 175 false 40 Vl" Unbonded false 16.5 4 175 175 false 41 Vl" Unbonded false 6 4 175 175 false 42 Vl" Unbonded false 6 2.5 175 175 false 43 Vl" Unbonded false 19.5 2.5 175 175 false 44 Vl" Unbonded false 19.5 12.5 175 175 false 45 Vl" Unbonded false 19.5 12.5 175 175 false 46 Vl" Unbonded false 19.5 4 175 175 false Longitude Tendon: Tendons Table -1 Slab Revised_FinaLLoads_101806.cpt -10/18/2006 Longitude Tendon: Tendons Table (2) Number System Harped Pronto 1 Inches Proflto 2 Inches Stress 1 ksi Stress 2 ksi Auto Locate Pro/lie 2 47 Vl" Unbonded false 6 4 175 175 false 48 Vl" Unbonded false 15.5 6 175 175 false 49 Vl" Unbonded false 15.5 2.5 175 175 false 50 Vl" Unbonded false 23.5 2.5 175 175 false 51 Vl" Unbonded false 15.5 2.5 175 175 false 52 Vl" Unbonded false 15.5 2.5 175 175 false 53 Vl" Unbonded false 23.5 2.5 175 175 false 54 Vl" Unbonded false 17.5 2.5 175 175 false 55 Vl" Unbonded false 17.5 5 175 175 false 56 Vl" Unbonded false 17.5 5 175 175 false 57 Vl" Unbonded false 17.5 7.5 175 175 false 58 Vl" Unbonded false 6 7.5 175 175 false 59 Vl Unbonded false 17.5 7.5 175 175 false 60 Vl" Unbonded false 15.5 7.5 175 175 false 61 Vl" Unbonded false 15.5 2.5 175 175 false 62 Vl" Unbonded false 15.5 2.5 175 175 false 63 Vs" Unbonded false 17.5 2.5 175 175 false 64 Vl" Unbonded false 19.5 2.5 175 175 false 65 Vl" Unbonded false 6 3.5 175 175 false 66 Vl Unbonded false 19.5 3.5 175 175 false 67 Vl" Unbonded false 19.5 12.5 175 175 false 68 Vl Unbonded false 19.5 12.5 175 175 false 69 Vl" Unbonded false 6 3.5 175 175 false 70 Vl" Unbonded false 19.5 3.5 175 175 false 71 Vl" Unbonded false 17.5 2.5 175 175 false 72 Vl" Unbonded false 15.5 2.5 175 175 false 73 Vl Unbonded false 17.5 2.5 175 175 false 74 Vl" Unbonded false 15.5 2.5 175 175 false 75 Vl Unbonded false 15.5 6 175 175 false 76 Vl" Unbonded false 17.5 2.5 175 175 false 77 Vl" Unbonded false 17.5 2.5 175 175 false 78 Vl Unbonded false 15.5 2.5 175 175 false 79 Vl" Unbonded false 15.5 2.5 175 175 false 80 Vl" Unbonded false 6 2.5 175 175 false 81 Vl Unbonded false 17.5 2.5 175 175 false 82 Vl" Unbonded false 19.5 12.5 175 175 false 83 Vl" Unbonded false 19.5 12.5 175 175 false 84 Vl" Unbonded false 19.5 2.5 175 175 false 85 Vl" Unbonded false 17.5 2.5 175 175 false 86 Vl" Unbonded false 17.5 7.5 175 175 false 87 Vl" Unbonded false 15.5 7.5 175 175 false 88 Vl Unbonded false 15.5 2.5 175 175 false 89 Vl" Unbonded false 15.5 2.5 175 175 false 90 Vl" Unbonded false 15.5 2.5 175 175 false 91 Vl" Unbonded false 17.5 2.5 175 175 false 92 Vl" Unbonded false 19.5 3.5 175 175 false Longitude Tendon: Tendons Table - 2 Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Longitude Tendon: Tendons Table (3) ProWe 1 Proflto 2 Stress 1 Stress 2 Number System Harped Inches Inches ksi ksi Auto Locate Proflto 2 93 Vl" Unbonded false 6 3.5 175 175 false 94 Vl" Unbonded false 19.5 3.5 175 175 false 95 Vl" Unbonded false 6 3.5 175 175 false 96 Vl" Unbonded false 17.5 2.5 175 175 false 97 Vl" Unbonded false 15.5 2.5 175 175 false 98 Vl" Unbonded false 15.5 3.5 175 175 false 99 Vl" Unbonded false 12.5 3.5 175 175 false 100 Vl" Unbonded false 12.5 6 175 175 false Longitude Tendon: Tendons Table - 3 Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Longitude Tendon: Profile Points Table Number Profile Inches Etovatton Inches Surfac:e incdies Soffit toches Locatton feet 1 6 -6 0 -12 (101.7,203.2) 2 2.5 -9.5 0 -12 (102.1,192.2) 3 6 -6 0 -12 (102.4,181.2) 4 14 -4 0 -18 (120.4,184.9) 5 8.5 -9.5 0 -18 (120.4,198.2) 6 13 -5 0 -18 (120.4,211.4) 7 6 -6 0 -12 (120.4,217) 8 2.5 -9.5 0 -12 (120.8,172.6) 9 6 -6 0 -12 (121.2,160.4) 10 6 -6 0 -12 (121.5,155.3) 11 6 -6 0 -12 (136.7,139.3) 12 9 -3 0 -12 (136.7,143.7) 13 6 -6 0 -12 (139,150) 14 8.5 -9.5 0 -18 (139.5,195.6) 15 6 -6 0 -12 (140.2,225) 16 4 -8 0 -12 (140.8,215.6) 17 17.5 -2.5 0 -20 (141.3,156.2) 18 2.5 -9.5 0 -12 (141.4,170.6) 19 15.5 -2.5 0 -18 (141.5,184.9) 20 15.5 -2.5 0 -18 (141.5,206.2) 21 6 -6 0 -12 (155.1,139.3) 22 8 -4 0 -12 (155.4,143.7) 23 6 -6 0 -12 (155.6,149.4) 24 17 -3 0 -20 (155.8,156.2) 25 2.5 -9.5 0 -12 (156.3,170.6) 26 6 -6 0 -12 (156.3,225) 27 4 -8 0 -12 (156.5,216.9) 28 15.5 -2.5 0 -18 (156.7,184.9) 29 2.5 -9.5 0 -12 (156.7,196.9) 30 15.5 -2.5 0 -18 (156.7,208.9) 31 17.5 -2.5 0 -20 (170.3,156.2) 32 6 -6 0 -12 (171.9,150) 33 6 -6 0 -12 (173.5,139.3) 34 8 -4 0 -12 (173.5,143.7) 35 2.5 -9.5 0 -12 (175.6,170.6) 36 2.5 -9.5 0 -12 (178.9,197) 37 6 -6 0 -12 (180.6,225) 38 4 -8 0 -12 (180.8,216.9) 39 16.5 -3.5 0 -20 (180.9,184.9) 40 16.5 -3.5 0 -20 (180.9,208.9) 41 6 -6 0 -12 (193.1,155.7) 42 2.5 -9.5 0 -12 (193.1,170.3) 43 16.5 -3.5 0 -20 (193.1,184.9) 44 2.5 -9.5 0 -12 (193.1,196.9) 45 16.5 -3.5 0 -20 (193.1,208.9) 46 4 -8 0 -12 (193.1,216.9) Longitude Tendon: Profite Points Table -1 Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Longitude Tendon: Profile Points Table (2) Number Proflto Inches Etovatton Inches Surfacae inches Som Inches Location feet 47 6 -6 0 -12 (193.1,225) 48 6 -6 0 -12 (207.2,155.7) 49 2.5 -9.5 0 -12 (212,170.3) 50 19.5 -2.5 0 -22 (216.7,184.9) 51 12.5 -9.5 0 -22 (216.7,196.9) 52 19.5 -2.5 0 -22 (216.7,208.9) 53 4 -8 0 -12 (216.7,216.9) 54 6 -6 0 -12 (216.7,225) 55 6 -6 0 -12 (227.1,109.3) 56 15.5 -2.5 0 -18 (227.6,117) 57 2.5 -9.5 0 -12 (228.2,127) 58 23.5 -2.5 0 -26 (228.3,156.2) 59 2.5 -9.5 0 -12 (228.6,146.6) 60 15.5 -2.5 0 -18 (228.8,137) 61 2.5 -9.5 0 -12 (233.4,175) 62 5 -7 0 -12 (236.3,203.6) 63 17.5 -2.5 0 -20 (238.4,193.7) 64 17.5 -2.5 0 -20 (238.4,213.5) 65 7.5 -4.5 0 -12 (238.4,219.3) 66 6 -6 0 -12 (238.4,225) 67 17.5 -2.5 0 -20 (257,104.6) 68 7.5 -4.5 0 -12 (257,111.6) 69 15.5 -2.5 0 -18 (257,118.7) 70 2.5 -9.5 0 -12 (257,129.5) 71 15.5 -2.5 0 -18 (257,140.4) 72 2.5 -9.5 0 -12 (257,93.28) 73 6 -6 0 -12 (257.1,37.41) 74 3.5 -8.5 0 -12 (257.1,49.53) 75 19.5 -2.5 0 -22 (257.1,61.65) 76 12.5 -9.5 0 -22 (257.1,71.82) 77 19.5 -2.5 0 -22 (257.1,81.98) 78 17.5 -2.5 0 -20 (257.8,184.4) 79 6 -6 0 -12 (257.9,37.41) 80 3.5 -8.5 0 -12 (257.9,49.53) 81 19.5 -2.5 0 -22 (257.9,61.65) 82 2.5 -9.5 0 -12 (259.1,200.9) 83 15.5 -2.5 0 -18 (260.4,217.4) 84 2.5 -9.5 0 -12 (260.5,151.2) 85 2.5 -9.5 0 -12 (260.9,173.2) 86 6 -6 0 -12 (261,225.3) 87 17.5 -2.5 0 -20 (264,162.1) 88 15.5 -2.5 0 -18 (274,200.6) 89 2.5 -9.5 0 -12 (274.5,213) 90 2.5 -9.5 0 -12 (275.1,181.8) 91 6 -6 0 -12 (275.1,225.3) 92 17.5 -2.5 0 -20 (276.2,162.9) Longitude Tendon: Profile Points Table - 2 Slab_Revlsed_Flnal_Loads_101806.cpt -10/18/2006 Longitude Tendon: Profile Points Table (3) Number Proflto Inches Etovatton Inches Surface inches Som Inches Location feet 93 19.5 -2.5 0 -22 (277.1,61.65) 94 12.5 -9.5 0 -22 (277.1,71.82) 95 19.5 -2.5 0 -22 (277.1,81.98) 96 2.5 -9.5 0 -12 (277.1,93.28) 97 17.5 -6.5 0 -24 (277.1,104.6) 98 7.5 -4.5 0 -12 (277.1,111.6) 99 15.5 -2.5 0 -18 (277.1,118.7) 100 2.5 -9.5 0 -12 (277.1,129.5) 101 15.5 -2.5 0 -18 (277.1,140.4) 102 2.5 -9.5 0 -12 (277.1,151.2) 103 17.5 -2.5 0 -20 (277.1,162.1) 104 3.5 -8.5 0 -12 (277.8,49.53) 105 19.5 -2.5 0 -22 (277.9,61.65) 106 6 -6 0 -12 (278.5,37.41) 107 3.5 -8.5 0 -12 (278.6,49.53) 108 6 -6 0 -12 (279.3,37.41) 109 2.5 -9.5 0 -12 (283.3,173.5) 110 15.5 -2.5 0 -18 (289.5,184.9) 111 3.5 -8.5 0 -12 (289.5,200.5) 112 12.5 -5.5 0 -18 (289.6,216.2) 113 6 -6 0 -12 (289.6,225.1) Longitude Tendon: Profile Points Tabte - 3 7 0 [] t r-* — i [] [] ! -tf- vD JN: GG5532.00 THORNTON-TOMASETTI TRANSVERSE TENDONS Slab_Revlsed_Final_Loads_101806.cpt -10/18/2006 Latitude Tendon: Tendons Table Number System Harped Profile 1 Inches Proflto 2 Inches Stress 1 ksi Stress 2 ksi Auto Locate Proflto 2 1 Vl' Unbonded false 6 2.5 175 175 false 2 Vl" Unbonded false 6 2.5 175 175 false 3 Vl" Unbonded false 16.25 2.5 175 175 false 4 Vl Unbonded false 16.25 2.5 175 175 false 5 Vl" Unbonded false 14.5 6 175 175 false 6 Vl Unbonded false 6 8 175 175 false 7 Vl" Unbonded false 16.25 6 175 175 false 8 Vl" Unbonded false 16.25 6 175 175 false 9 Vl" Unbonded false 14.5 6 175 175 false 10 Vl" Unbonded false 10.25 3.25 175 175 false 11 Vl Unbonded false 10.25 3.25 175 175 false 12 VJ" Unbonded false 18.25 8 175 175 false 13 Vl Unbonded false 15.25 6 175 175 false 14 Vl Unbonded false 15.25 6 175 175 false 15 Vl" Unbonded false 15.25 6 175 175 false 16 %" Unbonded false 15.25 7 175 175 false 17 Vi' Unbonded false 15.25 7 175 175 false 18 Vl Unbonded false 15.25 7 175 175 false 19 Vl" Unbonded false 10.25 1.75 175 175 false 20 Vl" Unbonded false 18.25 9.75 175 175 false 21 Vl" Unbonded false 15.25 7 175 175 false 22 Vl" Unbonded false 15.25 7 175 175 false 23 Vl Unbonded false 15.25 7 175 175 false 24 Vi" Unbonded false 15.25 1.75 175 175 false 25 Vi' Unbonded false 15.25 1.75 175 175 false 26 Vl" Unbonded false 15.25 1.75 175 175 false 27 %" Unbonded false 18.25 9.75 175 175 false 28 Vl Unbonded false 10.25 1.75 175 175 false 29 Vl" Unbonded false 17.25 1.75 175 175 false 30 Vl Unbonded false 17.25 1.75 175 175 false 31 Vl Unbonded false 17.25 1.75 175 175 false 32 Vl" Unbonded false 18.25 5.5 175 175 false 33 Vl" Unbonded false 17.25 15 175 175 false 34 Vl" Unbonded false 17.25 15 175 175 false 35 Vi" Unbonded false 17.25 15 175 175 false 36 Vi" Unbonded false 8.25 5.5 175 175 false 37 Vl" Unbonded false 17.25 15 175 175 false 38 Vl" Unbonded false 17.25 15 175 175 false 39 Vi" Unbonded false 17.25 15 175 175 false 40 Vl" Unbonded false 8.25 5.5 175 175 false 41 Vl" Unbonded false 17.25 1.75 175 175 false 42 14" Unbonded false 17.25 1.75 175 175 false 43 Vi' Unbonded false 17.25 1.75 175 175 false 44 Va" Unbonded false 8.25 5.5 175 175 false 45 14" Unbonded false 19.25 1.75 175 175 false 46 Vl" Unbonded false 19.25 1.75 175 175 false Latitude Tendon: Tendons Tabte -1 Latitude Tendon: Tendons Table (2) Slab_Revlsed_Flnal_Loads_101806.cpt -10/18/2006 Number System Harped Proflto 1 Inches Proflto 2 Inches Stress 1 ksi Stress 2 ksi Auto Locate Proflto 2 47 Vl" Unbonded false 19.25 1.75 175 175 false 48 Vl" Unbonded false 6 4 175 175 false 49 Vl Unbonded false 6 4 175 175 false 50 Vl" Unbonded false 6 4 175 175 false 51 Vl" Unbonded false 8.25 5.5 175 175 false 52 Vl" Unbonded false 19.25 3.75 175 175 false 53 Vl Unbonded false 19.25 3.75 175 175 false 54 Vl" Unbonded false 19.25 3.75 175 175 false 55 Vl" Unbonded false 16.25 4 175 175 false 56 Vl" Unbonded false 24.25 5.5 175 175 false 57 Vl Unbonded false 16.25 4 175 175 false 58 Vl" Unbonded false 16.25 4 175 175 false 59 Vl Unbonded false 17.25 3.75 175 175 false 60 Vl" Unbonded false 17.25 3.75 175 175 false 61 Vl" Unbonded false 17.25 3.75 175 175 false 62 Vi' Unbonded false 16.25 1.75 175 175 false 63 Vi' Unbonded false 6 1.75 175 175 false 64 54" Unbonded false 6 1.75 175 175 false 65 Vl" Unbonded false 6 1.75 175 175 false 66 Vl" Unbonded false 6 1.75 175 175 false 67 Vl" Unbonded false 6 1.75 175 175 false 68 Vl" Unbonded false 6 1.75 175 175 false 69 Vl" Unbonded false 16.25 1.75 175 175 false 70 Vl" Unbonded false 16.25 1.75 175 175 false 71 Vl" Unbonded false 24.25 1.75 175 175 false 72 Vl" Unbonded false 17.25 1.75 175 175 false 73 Vl" Unbonded false 17.25 3.5 175 175 false 74 Vl" Unbonded false 17.25 1.75 175 175 false 75 Vl Unbonded false 10.25 1.75 175 175 false 76 Vl" Unbonded false 15.25 1.75 175 175 false 77 Vl" Unbonded false 20.25 1.75 175 175 false 78 Vl Unbonded false 20.25 1.75 175 175 false 79 Vl" Unbonded false 18.25 1.75 175 175 false 80 Vl" Unbonded false 20.25 1.75 175 175 false 81 Vl" Unbonded false 20.25 1.75 175 175 false 82 Vl" Unbonded false 16.25 1.75 175 175 false 83 Vl" Unbonded false 16.25 1.75 175 175 false 84 Vl" Unbonded false 18.25 1.75 175 175 false 85 Vl" Unbonded false 15.25 3.5 175 175 false 86 Vl" Unbonded false 18.25 1.75 175 175 false 87 Vl Unbonded false 10.25 1.75 175 175 false 88 Vl" Unbonded false 20.25 15 175 175 false 89 Vl" Unbonded false 18.25 1.75 175 175 false 90 Vl" Unbonded false 15.25 3.5 175 175 false 91 Vl Unbonded false 16.25 3.5 175 175 false 92 Vl" Unbonded false 20.25 15 175 175 false Latitude Tendon: Tendons Table - 2 Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Latitude Tendon: Tendons Table (3) Number System Harpec) Profite 1 Inches Proffte2 Inches Stress 1 ksi Stress 2 ksi Auto Locate Proflle 2 93 Vl Unbonded false 16.25 1.75 175 175 false 94 Vl" Unbonded false 18.25 1.75 175 175 false 95 Vl" Unbonded false 18.25 10 175 175 false 96 Vl Unbonded false 15.25 4.5 175 175 false 97 Vl Unbonded false 15.25 4.5 175 175 false 98 Vl" Unbonded false 10.25 1.75 175 175 false 99 Vl Unbonded false 20.25 15 175 175 false 100 Vl Unbonded false 22.25 1.75 175 175 false 101 Vl" Unbonded false 15.25 3.5 175 175 false 102 Vl Unbonded false 16.25 3.5 175 175 false 103 Vl Unbonded false 20.25 15 175 175 false 104 Vl Unbonded false 18.25 10 175 175 false 105 Vi' Unbonded false 16.25 1.75 175 175 false 106 Vl Unbonded false 16.25 1.75 175 175 false 107 Vl" Unbonded false 10.25 1.75 175 175 false 108 Vi' Unbonded false 20.25 2.75 175 175 false 109 Vl Unbonded false 20.25 2.75 175 175 false 110 Vl" Unbonded false 15.25 1.75 175 175 false 111 Vi' Unbonded false 16.25 1.75 175 175 false 112 Vi' Unbonded false 22.25 1.75 175 175 false 113 Vi' Unbonded false 18.25 5 175 175 false 114 Vl Unbonded false 14.25 4.5 175 175 false 115 Vl Unbonded false 14.25 4.5 175 175 false 116 Vl" Unbonded false 6 1.75 175 175 false 117 Vl" Unbonded false 6 1.75 175 175 false 118 Vl Unbonded false 6 2.75 175 175 false 119 Vl" Unbonded false 6 2.75 175 175 false 120 Vl" Unbonded false 6 1.75 175 175 false 121 Vl" Unbonded false 6 1.75 175 175 false 122 Unbonded false 6 1.75 175 175 false 123 Vl" Unbonded false 6 5 175 175 false 124 Vl" Unbonded false 16.25 6 175 175 false 125 yj" Unbonded false 14.25 6 175 175 false 126 Vl" Unbonded false 14.25 6 175 175 false Latitude Tendon: Tendons Table - 3 Slab_Revised_Flnal_Loads_101806.cpt -10/18/2006 Latitude Tendon: Profile Points Table Number Proflto Inches Etovatton Inches Surface Inches Som Inches Locatton feet 1 6 -6 0 -12 (100.3,184.6) 2 6 -6 0 -12 (100.4,184.4) 3 2.5 -9.5 0 -12 (110.4,184.8) 4 2.5 -9.5 0 -12 (110.4,184.6) 5 6 -6 0 -12 (114.1,212.1) 6 6 -6 0 -12 (114.4,161.8) 7 16.25 -1.75 0 -18 (120.4,185) 8 16.25 -1.75 0 -18 (120.4,184.9) 9 14.5 -3.5 0 -18 (120.4,211.4) 10 8 -4 0 -12 (128.2,159) 11 3.25 -8.75 0 -12 (130.7,143.1) 12 3.25 -8.75 0 -12 (130.7,143.8) 13 6 -6 0 -12 (130.9,185) 14 6 -6 0 -12 (131,184.9) 15 6 -6 0 -12 (131,210.5) 16 10.25 -1.75 0 -12 (136.7,143.7) 17 10.25 -1.75 0 -12 (136.8,143.3) 18 18.25 -1.75 0 -20 (141.3,156.2) 19 15.25 -2.75 0 -18 (141.5,185.1) 20 15.25 -2.75 0 -18 (141.5,184.9) 21 15.25 -2.75 0 -18 (141.5,206.2) 22 7 -5 0 -12 (149.1,185) 23 7 -5 0 -12 (149.1,184.9) 24 7 -5 0 -12 (149.1,207.5) 25 1.75 -10.25 0 -12 (155.1,143.7) 26 9.75 -10.25 0 -20 (155.8,156.2) 27 15.25 -2.75 0 -18 (156.7,185) 28 15.25 -2.75 0 -18 (1567,184.9) 29 15.25 -2.75 0 -18 (156.7,208.9) 30 1.75 -10.25 0 -12 (168.8,185) 31 1.75 -10.25 0 -12 (168.8,184.9) 32 1.75 -10.25 0 -12 (168.8,208.9) 33 18.25 -1.75 0 -20 (170.3,156.2) 34 10.25 -1.75 0 -12 (173.5,143.7) 35 17.25 -2.75 0 -20 (180.9,185) 36 17.25 -2.75 0 -20 (180.9,184.9) 37 17.25 -2.75 0 -20 (180.9,208.9) 38 5.5 -6.5 0 -12 (181.7,157.4) 39 15 -5 0 -20 (187,185) 40 15 -5 0 -20 (187,184.9) 41 15 -5 0 -20 (187,208.9) 42 8.25 -3.75 0 -12 (193.1,158.6) 43 17.25 -2.75 0 -20 (193.1,185) 44 17.25 -2.75 0 -20 (193.1,184.9) 45 17.25 -2.75 0 -20 (193.1,208.9) 46 5.5 -6.5 0 -12 (200.6,158.6) Latitude Tendon: Profile Points Table -1 Steb_Revlsed_FinaLLoads_101806.cpt -10/18/2006 Latitude Tendon: Profile Points Table (2) Number Prnfile Inches Eievation inches Surface Incdies Som Inches Locatton feet 47 1.75 -10.25 0 -12 (204.9,185) 48 1.75 -10.25 0 -12 (204.9,184.9) 49 1.75 -10.25 0 -12 (204.9,208.9) 50 6 -6 0 -12 (207.6,117) 51 6 -6 0 -12 (207.6,135.3) 52 6 -6 0 -12 (207.6,136.2) 53 8.25 -3.75 0 -12 (208.2,158.6) 54 19.25 -2.75 0 -22 (216.7,185) 55 19.25 -2.75 0 -22 (216.7,184.9) 56 19.25 -2.75 0 -22 (216.7,208.9) 57 4 -8 0 -12 (217.6,117) 58 4. -8 0 -12 (218.2,135.7) 59 4 -8 0 -12 (218.2,136.6) 60 5.5 -6.5 0 -12 (218.3,157.4) 61 3.75 -8.25 0 -12 (227.6,189.4) 62 3.75 -8.25 0 -12 (227.6,189.3) 63 3.75 -8.25 0 -12 (227.6,211.2) 64 16.25 -1.75 0 -18 (227.6,117) 65 6 -6 0 -12 (228.3,41.09) 66 6 -6 0 -12 (228.3,60.43) 67 6 -6 0 -12 (228.3,61.16) 68 6 -6 0 -12 (228.3,80.17) 69 6 -6 0 -12 (228.3,81.23) 70 6 -6 0 -12 (228.3,105.3) 71 24.25 -1.75 0 -26 (228.3,156.2) 72 16.25 -1.75 0 -18 (228.8,136.2) 73 16.25 -1.75 0 -18 (228.8,137) 74 17.25 -2.75 0 -20 (238.2,194.4) 75 17.25 -2.75 0 -20 (238.4,193.7) 76 17.25 -2.75 0 -20 (238.4,213.5) 77 1.75 -10.25 0 -12 (242.3,117.8) 78 1.75 -10.25 0 -12 (242.5,41.13) 79 1.75 -10.25 0 -12 (242.6,61.41) 80 1.75 -10.25 0 -12 (242.6,81.61) 81 1.75 -10.25 0 -12 (242.6,104.9) 82 1.75 -10.25 0 -12 (242.7,60.62) 83 1.75 -10.25 0 -12 (242.7,80.66) 84 1.75 -10.25 0 -12 (242.9,137.9) 85 1.75 -10.25 0 -12 (242.9,138.7) 86 1.75 -10.25 0 -12 (246.2,159.2) 87 1.75 -10.25 0 -12 (248.1,189) 88 3.5 -8.5 0 -12 (249.4,215.5) 89 1.75 -10.25 0 -12 (256.1,197.5) 90 10.25 -1.75 0 -12 (256.6,41.16) 91 20.25 -1.75 0 -22 (257,61.22) 92 20.25 -1.75 0 -22 (257,81.98) Latitude Tendon: Proflle Points Table - 2 ^67 Slab_Revised_Final_Loads_101806.cpt -10/18/2006 Latitude Tendon: Profile Points Table (3) Number Proflto Inches Elevation Inches Surfacx Incties Som inches Locatton feet 93 18.25 -1.75 0 -20 (257,104.6) 94 15.25 -2.75 0 -18 (257,118.7) 95 16.25 -1.75 0 -18 (257,139.6) 96 16.25 -1.75 0 -18 (257,140.4) 97 20.25 -1.75 0 -22 (257,60.82) 98 20.25 -1.75 0 -22 (257.2,81.15) 99 18.25 -1.75 0 -20 (257.8,184.4) 100 15.25 -2.75 0 -18 (260.4,216.6) 101 15.25 -2.75 0 -18 (260.4,217.4) 102 18.25 -1.75 0 -20 (264,162.1) 103 1.75 -10.25 0 -12 (266.7,41.16) 104 15 -7 0 -22 (267,81.98) 105 1.75 -10.25 0 -12 (267,104.6) 106 3.5 -8.5 0 -12 (267,118.7) 107 3.5 -8.5 0 -12 (267,140.4) 108 15 -7 0 -22 (267.1,61.18) 109 10 -2 0 -12 (270.5,162.1) 110 1.75 -10.25 0 -12 (273.6,184.6) 111 16.25 -1.75 0 -18 (274,200.6) 112 4.5 -7.5 0 -12 (275,216) 113 4.5 -7.5 0 -12 (275,216.8) 114 10.25 -1.75 0 -12 (276.8,41.16) 115 20.25 -1.75 0 -22 (277.1,61.15) 116 20.25 -1.75 0 -22 (277.1,81.98) 117 22.25 -1.75 0 -24 (277.1,104.6) 118 15.25 -2.75 0 -18 (277.1,118.7) 119 16.25 -1.75 0 -18 (277.1,140.4) 120 18.25 -1.75 0 -20 (277.1,162.1) 121 1.75 -10.25 0 -12 (286,201.4) 122 1.75 -10.25 0 -12 (287.2,41.16) 123 2.75 -9.25 0 -12 (287.3,61.65) 124 2.75 -9.25 0 -12 (287.3,81.98) 125 1.75 -10.25 0 -12 (287.3,118.7) 126 1.75 -10.25 0 -12 (287.3,140.4) 127 1.75 -10.25 0 -12 (287.4,103.1) 128 5 -7 0 -12 (287.4,160.7) 129 16.25 -1.75 0 -18 (289.5,184.9) 130 14.25 -3.75 0 -18 (289.6,215.3) 131 14.25 -3.75 0 -18 (289.6,216.2) 132 6 -6 0 -12 (297.6,41.16) 133 6 -6 0 -12 (297.6,61.65) 134 6 -6 0 -12 (297.6,81.98) 135 6 -6 0 -12 (297.6,104.6) 136 6 -6 0 -12 (297.6,118.7) 137 6 -6 0 -12 (297.6,140.4) 138 6 -6 0 -12 (297.6,162.1) Latitude Tendon: Profile Points Table - 3 ^65 Steb_Revised_Flnal_Loads_101806.cpt -10/18/2006 Latitude Tendon: Profile Points Table (4) Proflto Etevation Surface Som Location Numl>er Inches Inches Inches Inches feet 139 6 -6 0 -12 (297.6,184.8) 140 6 -6 0 -12 (297.9,202.1) 141 6 -6 0 -12 (297.9,215) 142 6 -6 0 -12 (297.9,216) Latitude Tendon: Profile Points Table - 4 0 4Ji VA 1 3| •795=3 5T ZSS^ SB 2.S EsSQL J7rT5^3*H^ -BSS5 57 EB^ . r-llfi 7 '^ "-"'^^^ M JN: GG5532.00 THORNTON-TOMASETTI MILD STEEL ll r ! O • O • ! I o I • • I • I I I I • I J • • • I I I I I I L, • -n O I • • i O i o • ! JN: GG5532.00 THORNTON-TOMASETTI DEFLECTION w # En. JN: GG5532.00 THORNTON-TOMASETTI COLUMN REACTIONS 0 00 «> ttfir ooS3 C5 lri oo 00 CO • !2 £! « 11 y, li, ,!i * CO I " !• —• S2I.0000=J 69Z=Zd * o :i 4. in Q m " CO C3^ . O • CN II II II Uy'f^ • (O CO Si c CO T 2 C3 ^' v CO IV. „ eg «! CO T- in CD CD in ^7 'CO I , " .tfi IT) CO h to I 11 II !l "* II (» N U. U. LL ^ f- "5 C5 CM CD ^ CO "* K 1^ tv (o d 2 t to N a ii II II r5 m . CD c» 1 li li fT 4 # 69K)0000^ l.9Z=Zd JN: GG5532.00 THORNTON-TOMASETTI SUMMARY 00 do I O ! o o -•iji T ° i • ! O -1 I I o O 5<: o o o IC iC O O O I 1 I I I O I i I o 1 1 J o [ 1 O o O o 1 1 r -j U i r 1 • i 1 t i ° \ • 1 1 • i • 1 1 1 1 L J 1 1 1 1 J o O 5<: o • ic o I I I • I I I L I y: o O • I I I L I U- o Id o o :*: O o o o o iC o a o Jl c O • o # •WT xi) O xo iio-Q -1 XO O • I I xo XO xo XO o xo • I I o xo • xo xo • xo i •! xo I I I L, j • j xo L I n xo xo • • xo • xo xo • xo xoi O xo o xo xo o xo • xo • ! xo xo i I xo I n x(!) 0 _ a. . » m j JN: GG5532.00 STRUCTURAL CALCULATIONS FOR CRESCENT DEL SOL ESTATES FOUNDATION SUBMITTAL 234/236 DATE AVE. CARLSBAD, CA 92008 CLIENT : CRESCENT DEL SQL ESTATES. LLC Thornton Tomasetti New Yorl<, NY 2415 Campus Drive Newarl<, NJ Suite 110 Chicago, IL irvine, CA 92612 Dalias, TX Tel: (949) 271-3300 irvine, CA Fax: (949) 271-3301 STEPHANIE WELSH S.E. # 2998 PI Thomton-Tomasetti Group Project rRg^gNiT SQC^ Projects. (^^^^2- Date: U-o' By: Sheet of _ Ctiecked by: Drawing #: 6?, €0(J'A.|2^^ (^a~2:rr(AJi(S> d^Sl(2)i\S g| Thomton-Tomasetti Group Project Cf^SCga>^-3^ Project #: ^ito^S^^'Z^ Date: By: Sheet f- O of Checked by: Drawing #: ca^Jc-Rs^t^s- *>c^e-. C pssT-"re^i-S'oM'Tr--<> [Mcrr A- pi2^t_! M ! 0^.rc-f Pa^'-f > • 3C-, c_A^ OUT" CAtCu LAT"t CDFJ S AAifOoP- C-a|v_ouAv-, C<&'A»0''^ e*^(4r:4l f'-^ *=3.!&/OIPICA.KITC p LA-UT&IS- ^ '=^-0LC- vfl Thomton -Tomasetti ijiOUD Project rJ2:e^-'eUT pec Se^ .^ Project #: ^^^P ^ Date: '^-^^ By: Checked by:. Sheet Drawing #: ~\ of 1 cJ -p«s,<^ f:;,^. &^(cpiO{S3 2o«><=> p'^^P- F^l^ ^^^T" ^^s^'^— C.-|- 1 e>r^ 1 u e-pep ^^-^y rr Column Load Column Moment Column Footing ID IVlx My Type Type Dead (l<ip) Live (l<ip) Dead (ft-kip) Live (ft-kip) Dead (ft-kip) Live (ft-kip) 1 137.0 47.4 -44.4 -16.3 -30.6 -11.5 Type 1 F 10 2 148.0 60.0 16.0 5.4 50.4 20.3 Type 1 F 10 3 152.0 48.7 -7.7 -4.7 -73.1 -23.5 Type 1 F 10 4 181.0 56.1 -3.8 -4.2 74.6 23.9 Type 1 Fll 5 112.0 35.8 -8.4 -7.5 -48.9 -16.8 Type 1 F9 6 234.0 67.7 -19.9 -9.2 23.5 12.1 Type 1 F 12 7 113.0 43.0 -5.0 -6.1 -6.4 -12.7 Type 1 F9 8 147.0 55.8 -53.1 -22.3 11.6 11.2 Type 1 F 10 9 121.0 37.1 7.6 3.3 53.2 18.2 Type 1 F 10 10 220.0 73.9 0.3 2.2 0.1 3.0 Type 1 F 12 11 235.0 71.1 36.8 19.6 4.9 0.0 Type 2 F 13 12 185.0 73.4 -35.7 -13.4 32.3 12.1 Type 1 F 11 13 189.0 61.7 -46.9 -14.6 -81.8 -25.8 Type 1 F 11 14 236.0 68.3 -50.9 -9.0 72.3 23.3 Type 2 F 13 15 172.0 55.6 -68.5 -14.7 -62.0 -23.6 Type 1 F 11 16 296.0 74.8 -41.6 -7.8 40.3 30.9 Type 3 F 14 17 178.0 50.8 -28.8 8.3 -22.5 -25.5 Type 2 F 12 18 269.0 95.3 -6.7 2.2 26.1 -9.7 Type 2 F 13 19 165.0 62.0 -19.2 -14.7 60.0 22.8 Type 1 F 11 20 266.0 90.0 59.0 26.1 -82.4 -25.5 Type 3 F 13 21 270.0 76.9 75.6 22.5 64.0 20.9 Type 2 F 14 22 338.0 91.2 222.0 62.6 -127.0 -52.4 Type 6 F 18 23 176.0 74.1 22.4 -7.3 109.0 44.5 Type 1 F 11 24 128.0 43.1 23.4 9.4 -68.7 -26.9 Type 1 F 10 25 55.5 12.7 -17.0 10.4 -50.4 -14.7 Type 7 F6 26 40.2 11.8 -26.2 -10.8 74.8 18.2 Type 7 F6 27 187.0 43.7 -29.2 -5.8 -46.4 -12.4 Typel F 11 28 239.0 82.1 1.4 13.8 73.7 21.6 Type 2 F 12 29 205.0 59.1 -23.1 -6.3 -63.2 -15.8 Type 2 F 11 30 157.0 45.0 30.5 6.0 -64.7 -16.2 Type 1 F 11 31 120.0 34.9 64.8 18.2 88.1 23.8 Type 1 F 10 32 113.0 37.3 72.9 22.6 -66.7 -20.1 Type 1 F9 33 241.0 77.7 -73.4 -23.4 127.0 41.3 Type 2 F 13 34 189.0 58.1 -73.5 -22.7 -67.6 -22.7 Type 1 F 11 35 259.0 82.5 52.8 14.5 111.0 39.4 Type 2 F 13 36 171.0 55.0 52.4 14.4 -65.6 -27.1 Type 1 Fll 37 312.0 107.0 -27.1 -5.4 93.3 35.2 Type 3 F 14 38 194.0 66.0 -42.8 -9.4 -69.5 -27.9 Type 1 F 12 Thomton -Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of, Drawing #: f4- Rev: 580003 Rectangular Concrete Column Description Maximum load case for 20 x 20 column (Pd=200, Pl=100, Md=150, Mi=50 ) I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Width Depth Rebar: 20.000 in 20.000 in 5-# 6 d = 2.000 in 5-# 6 d = 18.000 in 2-# 6 d = 6.000 in 2-# 6 d = 10.000 in 2 -# 6 d = 14.000 in fc 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column is BF5ACED 11.000 ft 11.000 ft 1.000 5 Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for conaete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 250.000 k 100.000 k k in Applied Moments... ©Top 150.000 k-ft 50.000 k-ft k-ft ©Bottom k-ft k-ft k-ft Column is OK 20.00 X 20.00in Column, Rebar: 5-#6 @ 2.00in, 5-#6 @ 18.00in, 2-#6 @ e.OOin, 2-#6@ lO.OOin ACI C-1 ACi C-2 ACI C-3 Applied : Pu : Max Factored 520.00 k 350.00 k 225.00 k Allowable: Pn * Phi @ Design Ecc. 585.68 k 559.85 k 559.85 k M-critical 295.00 k-ft 210.00 k-ft 135.00 k-ft Combined Eccentricity 6.808 in 7.200 in 7.200 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 6.808 in 7.200 in 7.200 in Magnified Design Moment 295.00 k-ft 210.00 k-ft 135.00 k-ft Po * .80 1,673.98 k 1,673.98 k 1,673.98 k P: Balanced 680.04 k 680.04 k 680.04 k Ecc: Balanced 9.073 in 9.073 in 9.073 in 1 Slendemess per ACI 318-95 section 10.12 & 10.13 Actual k Lu / r 22.000 Elastic Modulus 4,030.5 ks Beta 0.800 ACI Ea. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 12.2550 in 11.8850 in 11.8850 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.6731 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El/1000 0.00 0.00 0.00 Pc : pi''2 E 1 / (k Lu)*2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 6.808 7.200 7.200 in Design Ecc = Ecc * Delta 6.808 7.200 7.200 in 1 ACI Factors (per ACI 318-02, applied intemally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"l "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l "0.9" Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' 1.100 Rev: 580003 Rectangular Concrete Column Description Maximum load case for 20 x 20 column (Pd=200, Pl=100, Md=150, Ml=50 ) I Sketch & Diagram Axial: Pn'phI (k) DL=250.0, Ll.=100.0s. ST=O.Ok r 1 9 Pu.Mu 9 Pu.Mu ;Eq9-1):- Eq 9-2):. 85.7k, 295 59.8k, 21C .Ok-fi ,ok-ft ,224.1 (EQ ft-S): I .088.1 62.1 .18.1 180.1 44.0 m i » w 08.0 :72.0 ~' 36.0 (5): M:Top: Dl.=150.0, LL=50.0, ST=O.Ok-ft 0.0 34.7 a.4 104.0 138.7 173.4 208.1 242.7 277.4 312.1 346.8 Moment: Mn'pnl (k-ft) 1, Rev: 580003 Rectangular Concrete Column Description Maximum load case for 20 x 20 coiumn (Pd=200, PN100, Md=150, iVII=50 ) I Sketch & Diagram Axial: Pn'phi (k) DL=250.0, U.= 100.0s, ST=0.Ok r •.ago^ ( ( 1 Pu.Mu f Pu.Mu rin 11. • (Eqg-I): ;Eq 9-2):. 85.7k, 295 598k, 21C Ok-ft Ok-ft .224.1 rU.MU 'Eq-^3): • .088.1 62.1 116.1 i80.1 44.0 ( 1 w 08.0 :72.0 ~" 36.0 (5): M:Top : DL=150.0, LL=50.0. ST=0.0k-tt 0.0 34.7 69.4 104.0 138.7 173.4 208.1 242.7 277.4 312.1 346.8 Moment: Mn'pni (k.ft) fl.: Rev: 580003 Rectangular Concrete Column Description Maximum load case for 20 x 20 coiumn General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 jj Width Depth Rebar: 20.000 in 20.000 in 5-# 8 d = 2.000 in 5-# 8 d = 18.000 in 2 -# 8 d = 6.000 in 2 -# 8 d = 10.000 In 2 -# 8 d = 14.000 in fc 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height 11.000 ft Unbraced Length 11.000 ft Eff. Length Factor 1.000 Column is BRACED I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Axial Loads Applied Moments... ©Top @ Bottom Summary Dead Load 300.000 k 200.000 k-ft k-ft Live Load 100.000 k 50.000 k-ft Short Term k Eccentricity k-ft k-ft 20.00 x 20.00in Column, Rebar; 5-#8 @ 2.00in, 5-#8 Column is OK 1 S.OOin, 2-#8 @ O.OOin, 2-#8 @ lO.OOin ACI C-1 ACI C-2 ACI C-3 Applied : Pu : Max Factored 590.00 k 420.00 k 270.00 k Allowable : Pn * Phi @ Design Ecc. 656.08 k 620.24 k 620.24 k M-critical 365.00 k-ft 280.00 k-ft 180.00 k-ft Combined Eccentricity 7.424 in 8.000 in 8.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 7.424 in 8.000 in 8.000 in Magnified Design Moment 365.00 k-ft 280.00 k-ft 180.00 k-ft Po * .80 1,923.74 k 1,923.74 k 1,923.74 k P: Balanced 678.64 k 678.64 k 678.64 k Ecc: Balanced 11.738 in 11.738 In 11.738 in Slendemess perACl 313-95 Section 10.12 & 10.13 Actual k Lu / r 22.000 Elastic Modulus 4,030.5 ksi Beta ACI Ea. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 12.6600 in 12.2500 in 12.2500 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.7119 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El /1000 0.00 0.00 0.00 Pc : pi'^2 E 1 / (k Lu)'^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 7.424 8.000 8.000 in Design Ecc = Ecc * Delta 7.424 8.000 8.000 In 0.800 ACI Factors (per ACl 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' 1.400 1.700 1.700 1.100 ACI C-2 Group Factor 0.750 Add"l ACI C-3 Dead Load Factor 0.900 Add"l ACI C-3 Short Term Factor 1.300 "1.4" Factor for Seismic 1.400 "0.9" Factor for Seismic 0.900 Rev: 580003 Rectangular Concrete Column Description Maximum load case for 20 x 20 column [sketch & Diagram Axial; Pn'ptii (K) DL=30O.0. U.=100.0s, ST=O.Ok r —o —6 (5): M:Top : DL=200.0, LL=50.0, ST=O.Ok-ft .563.0 W Pu.Mu W Pu.Mu (Eq9-1): IEq 9-2): i56.1k, 36* .20.2k, 23C Ok-fl .Ok-ft ,406.7 i20:2kr'18£ ;Qk..ft •* ,250.4 ,094.1 137.8 81.5 125.2 1 • • 68.9 112.6 56.3 0.0 44.4 3.7 133.1 177.5 221.9 266.2 310.6 355.0 399.3 443.7 Moment: Mn'pni (k-ft) Rev: 580003 Rectangular Concrete Column Description Column #35 == 20 x 20 column General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width Depth Rebar: 20.000 in 20.000 in 6-# 9 d = 2.000 in 6-# 9 d = 18.000 In 2-# 9 d = 6.000 In 2 -# 9 d = 10.000 in 2 -# 9 d = 14.000 in f c 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height 11.000 ft Unbraced Length 11.000 ft Eff. Length Factor 1.000 Column is BFIACED Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for conaete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity 350.000 k 110.000 k k in Axial Loads Applied Moments.. ©Top @ Bottom Summary 253.000 k-ft k-ft 82.000 k-ft k-ft k-ft k-ft 20.00 X 20.00in Column, Rebar: 6-#9 @ 2.00in, 6-#9 @ 18.00in, 2-#9 i Column is OK e.OOin, 2-#9@ lO.OOin ACI C-1 ACI C-2 ACI C-3 Applied : Pu : Max Factored 677.00 k 490.00 k 315.00 k Allowable : Pn * Phi @ Design Ecc. 680.59 k 685.29 k 685.29 k M-critical 493.61 k-ft 354.20 k-ft 227.70 k-ft Combined Eccentricity 8.749 in 8.674 in 8.674 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 8.749 In 8.674 in 8.674 in Magnified Design Moment 493.61 k-ft 354.20 k-ft 227.70 k-ft Po * .80 2.162.80 k 2,162.80 k 2,162.80 k P : Balanced 673.80 k 673.80 k 673.80 k Ecc: Balanced 14.799 in 14.799 in 14.799 in Sienderness perACl 318-95 Section 10.12 & 10.13 Actual k Lu / r 22.000 Elastic Modulus 4,030.5 ksi Beta ACI Ea. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 12.5300 in 12.5750 in 12.5750 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.7238 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El/1000 0.00 0.00 0.00 Pc : pi'^2 E 1 / (k Lu)*2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads -i- Moments 8.749 8.674 8.674 in Design Ecc = Ecc * Delta 8.749 8.674 8.674 in 0.800 I ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' 1.400 1.700 1.700 1.100 ACI C-2 Group Factor 0.750 ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Terni Factor 1.300 Add"l "1.4" Factor for Seismic 1.400 Add"l "0.9" Factor for Seismic 0.900 Rev: 580003 Rectangular Concrete Column 1 Description Column #35 == 20 X 20 column Sketch & Diagram k Axial: Pn'phi (k) DL=350.0. LL-110.0s, ST=0.0lc r —0 (5): M:Top: OL=253.0. a=82.0, ST=O.Ok-ft .757.3 9 Pu.Mu IK PU,MU a_ (Eq 9-1): (Eq 9-2): ff- ^ ^ n\ . e0.6k, 493 85.3k. 354 .6k-ft .2k-ft ,581.5 03.JK, ££\ ,405.8 ,230.1 .054.4 178.6 02.9 i • i V 27.2 151.5 ' J 75.7 / 0.0 55.5 110.9 8.4 221.8 277.3 332.8 388.2 443.7 499.2 554.6 Moment: Mn'pni (k-ft) Hi Rev: 580003 Rectangular Concrete Column Description Column #37 == 24 x 24 column I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Width Depth Rebar: 24.000 in 24.000 in fc Fy Seismic Zone 5,000.0 psi 60,000.0 psi 4 6-# 8 d = 2.000 in 6-# 8 d = 22.000 in 2 -# 8 d = 6.500 in 2 -# 8 d = 11.000 in 2 -# 8 d = 15.500 in LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column Is BRACED 11.000 ft 11.000 ft 1.000 I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 480.000 k 160.000 k k in Applied Moments... ©Top 253.000 k-ft 82.000 k-ft k-ft © Bottom k-ft k-ft k-ft Summary Column is OK 24.00 X 24.00in Coiumn, Rebar: 6-#8 @ 2.00in, 6-#8 (Q D 22.00in, 2-#8 @ 6.50in, 2-#8 i § ll.OOin ACI C-1 ACI C-2 ACI c-3 Applied : Pu : Max Factored 944.00 k 672.00 k 432.00 k Allowable : Pn * Phi @ Design Ecc. 1,150.42 k 1,144.77 k 1,144.77 k M-critical 493.61 k-ft 354.21 k-ft 227.70 k-ft Combined Eccentricity 6.275 in 6.325 in 6.325 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 6.275 in 6.325 In 6.325 In Magnified Design Moment 493.61 k-ft 354.21 k-ft 227.70 k-ft Po * .80 2,592.61 k 2,592.61 k 2,592.61 k P : Balanced 1,032.36 k 1,032.36 k 1,032.36 k Ecc : Balanced 12.341 in 12.341 in 12.341 in 5 Sienderness per ACl 318-95 Section 10.12 & 10.13 Actual kLu/r 18.333 Elastic Modulus 4,030.5 ksi Beta ACl Ea. C-1 ACl Ea. C-2 ACI Eq. C-3 Neutral Axis Distance 17.9050 in 17.8350 in 17.8350 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.7119 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El /1000 0.00 0.00 0.00 Pc : pi'^2 E 1 / (k Lu)*2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 6.275 6.325 6.325 in Design Ecc = Ecc * Delta 6.275 6.325 6.325 In 0.800 5 ACI Factors (per ACI 318-02, applied Internally to entered loads) ACI C-1 & C-2 ACl C-1 & C-2 ACI C-1 & C-2 ....seismic DL LL ST = ST* : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor 0.750 ACl C-3 Dead Load Factor 0.900 ACl C-3 Short Temn Factor 1.300 Add"l "1.4" Factor for Seismic 1.400 Add"l "0.9" Factor for Seismic 0.900 Rev: 580003 Rectangular Concrete Column Description Coiumn #37 == 24 x 24 column Sketch & Diagram Axial: Pn'phi (k) DL=480.0, LL=160.0s, ST=0.0k ;,106.5 > r Pu.Mu " Pu.Mu .- PuiMu (EQ9-1): (Eq 9-2) : ;Eq9-3): ,150.4k, 4 ,144.ak, 3 ;144:8k;-2 )3.6k-ft i4.2k-ft !7:7k-ft-,843.2 r Pu.Mu " Pu.Mu .- PuiMu (EQ9-1): (Eq 9-2) : ;Eq9-3): ,150.4k, 4 ,144.ak, 3 ;144:8k;-2 )3.6k-ft i4.2k-ft !7:7k-ft- ,5799 ,316.6 ,053.2 89,9 J -.. M , 26.6 f m 163.3 1.0 / (5): MiTop : DL=253.0, LL=82.0, ST=0.0k-ft 70.8 142.0 213.2 284.4 355.7 426.9 498.1 569.4 640.6 711.i Moment: Mn'pni (k-ft) Rev: 580003 Rectangular Concrete Column Description 26x26 column (Pd=200, Pl=100, Md=150, Ml=50 ) Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 k General Information Width Depth Rebar: # # # # # d = d = d = d = d = 26.000 in 26.000 in = 2.000 in 24.000 In 7.500 in 13.000 in 18.500 In fc 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column is BRACED 11.000 ft 11.000 ft 1.000 I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACl 318-02 C.2 Axial Loads Applied Moments... ©Top @ Bottom Dead Load 227.000 k 239.000 k-ft k-ft Live Load 60.000 k 62.000 k-ft k-ft Short Term k Eccentricity k-ft k-ft Column is OK 26.00 X 26.00in Column, Rebar: 5-#6 @ 2.00in, 5-#6 (Q p 24.00in, 2-#6 @ 7.50in, 2-#6 ^ g 1 S.OOin ACI C-1 ACI C-2 ACI C-3 Applied : Pu : Max Factored 419.80 k 317.80 k 204.30 k Allowable : Pn * Phi © Design Ecc. 598.24 k 594.57 k 594.57 k M-critical 440.00 k-ft 334.60 k-ft 215.10 k-ft Combined Eccentricity 12.578 in 12.634 in 12.634 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 12.578 in 12.634 In 12.634 in Magnified Design Moment 440.00 k-ft 334.60 k-ft 215.10 k-ft Po * .80 2,612.38 k 2,612.38 k 2,612.38 k P: Balanced 1,185.41 k 1,185.41 k 1,185.41 k Ecc: Balanced 9.923 in 9.923 in 9.923 In Sienderness perACl 318-95 Section 10.12 & 10.13 Actual kLu/r 16.923 Elastic Modulus 4,030.5 ksi Beta ACI Ea. C-1 ACl Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 11.0250 In 10.9750 in 10.9750 In Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.7570 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El /1000 0.00 0.00 0.00 Pc : pi''2 E 1 / (k Lu)'^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 12.578 12.634 12.634 In Design Ecc = Ecc * Delta 12.578 12.634 12.634 In 0.800 ACI Factors (per ACl 318-02, applied intemally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-1 &C-2 LL 1.700 ACl C-1 &C-2 ST 1.700 ....seismic = ST * : 1.100 ACl C-2 Group Factor 0.750 Add"l ACl C-3 Dead Load Factor 0.900 Add"l ACl C-3 Short Tem Factor 1.300 "1.4" Factor for Seismic 1.400 "0.9" Factor for Seismic 0.900 fO Rev: 580003 Rectangular Concrete Column Description 26 x 26 column (Pd=200, Pl=100, Md=150, Ml=50 ) I Sketch & Diagram DL=227.0, a=60.0s, ST=0.0k (5): M:Top : DL=2390, LL=62.0, ST=O.Ok-ft Axial: Pn'phi (k) (j) ^ c|> —O ?ia2,6 r Pu,Mu f Pu.Mu (Eq9-1): (Eq 9-2)1 9e.2k, 44C 94.6k, 33< rtM t^i. nr Ok-ft .6k-ft ,910.3 [Eq'9-6)-t" • 4f4:OK;^TC .698.0 ,485.8 .273.5 ,061.3 49.0 i3e.8 < • 24.5 112.3 133.3 199.9 266.5 333.2 399.8 466.4 533.1 599.7 666.3 Moment: Mn'pni (k-ft) Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 4:59PM, 7 OCT 06 Description : 6 Building Constmction _ —, _ / Scope: New Construction f, ^- .^^^^j-^ Rev: 580002 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Circular Concrete Column Page 1 gg5532.ecw:C:alculations Description Column 22 - 32" diameter column I General Information Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | Diameter Number of Bars Bar Size Total Rebar Area Rebar Percent Bar Cover 32.000 in 12 8 9.480 in2 1.179% 2.500 in fc 5,000.0psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separate Spiral Ties Used Total Height Unbraced Length Eff. Length Factor Column is BRACED 11.000 ft 11.000 ft 1.000 I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACl 318-02 C.2 Axial Loads Applied Moments... ©Top @ Bottom Dead Load 360.000 k 310.000 k-ft k-ft Live Load 130.000 k 170.000 k-ft k-ft Short Term k Eccentricity in k-ft k-ft Column is OK Coiumn Diameter= 32.00in, with 12 #8 Bars ACI C-1 ACI C-2 ACI C-3 Applied Pu : Max Factored 725.00 k 504.00 k 324.00 k Allowable Pn * Phi @ Design Ecc. 886.52 k 1,044.35 k 1,044.35 k M-cri tical 723.00 k-ft 434.00 k-ft 279.00 k- Combined Eccentricity 11.9669 In 10.3333 In 10.3333 In Magnification Factor 1.00 1.00 1.00 Design Eccentricity 11.9669 In 10.3333 in 10.3333 In Magnified Design Moment 723.00 k-ft 434.00 k-ft 279.00 k- Po * 0.85 3,354.58 k 3,354.58 k 3,354.58 k P : Balanced 1,458.53 k 1,458.53 k 1,458.53 k Ecc: Balanced 10.4240 in 10.4240 in 10.4240 in I sienderness per ACI 318-02 section 10.12 & 10.13 Actual kLu/r 16.500 Elastic Modulus 4,030.5 ksi Beta ACI Ea. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 15.2860 in 16.8960 in 16.8960 in Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.6952 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El /1000 0.00 0.00 0.00 Pc : pi'^2 E 1 / (k Lu)*2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads ••• Moments 11.9669 10.3333 10.3333 In Design Ecc = Ecc * Delta 0.0000 0.0000 0.0000 In 0.800 I ACI Factors (per ACl 318-02, applied Internally to entered loads) ACl C-1 &C-2 DL 1.400 ACl C-1 &C-2 LL 1.700 ACl C-1 81 C-2 ST 1.700 ....seismic = ST *: 1.100 ACI C-2 Group Factor 0.750 ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Term Factor 1.300 Add"l "1.4" Factor for Seismic 1.400 Add"l "0.9" Factor for Seismic 0.900 I Spiral Tie Requirements pergjuac 1910^ Spiral Tie Bar Size # 3 Gross Area of Column 804.25 in2 Core Area Within Spirals 572.55 in2 Min. Spiral Reinforcement Ratio 0.015 Max Spiral Tie Spacing 1.074 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 4:59PM, 7 OCT 06 Scope: New Construction Rev: 580002 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Circular Concrete Column Description Column 22 - 32" diameter column Page 2 gg5532.ecw:Calculations I [sketch & Diagram •L=360.0, LL=130.0s. ST=O.Ok r Axial: Pn'phi (k) J Pu.Mu * Pu,Mu (Eq 9-1)11 (Eq 9-2) 1 S 25.0k, 723 04.0k, 434 r\u Ok-ft .Ok-ft ,486.3 1.2101 ,933.8 .657.6 ,381.3 .105.0 128.8 52.5 • 176.3 1 i (5)1 MlTop 1 DL=310.0. LL=17aO. ST=O.Ok-fl 0.0 90.2 180.3 270.5 360.6 450.8 540.9 631.1 721.2 811.4 901.S Moment: Mn'pni (k-ft) Revi 580002 Circular Concrete Column Description Column 25 and 26 = 20" diameter columns [General Information Code Ref: ACI 318-02, 11997 UBC, 2003 IBC, 2003 NFPA 5000 Diameter Number of Bars Bar Size Total Rebar Area Rebar Percent Bar Cover 20.000 In 10 8 7.900 in2 2.515% 2.500 in fc 5,000.0psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separate Spiral Ties Used Total Height 11.000 ft Unbraced Length 11.000 ft Eff. Length Factor 1.000 Column is BRACED [i Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Axial Loads for concrete design. Eccentricity Applied Moments... © Top @ Bottom 60.000 k 120.000 k-ft k-ft 20.000 k 40.000 k-ft k-ft k-ft k-ft Column is OK Column Diameter= 20.00in, with 10 #8 Bars ACI C-1 ACI C-2 ACI C-3 Applied Pu : Max Factored 118.00 k 84.00 k 54.00 k Allowable Pn * Phi @ Design Ecc. 121.49 k 121.49 k 121.49 k M-critical 236.00 k-ft 168.00 k-ft 108.00 k-ft Combined Eccentricity 24.0000 in 24.0000 In 24.0000 In Magnification Factor 1.00 1.00 1.00 Design Eccentricity 24.0000 in 24.0000 in 24.0000 in Magnified Design Moment 236.00 k-ft 168.00 k-ft 108.00 k-ft Po * 0.85 1,509.26 k 1,509.26 k 1,509.26 k P : Balanced 524.76 k 524.76 k 524.76 k Ecc: Balanced 8.4966 in 8.4966 in 8.4966 in Sienderness per ACI 318-02 section 10.12 & 10.13 Actual k Lu / r 26.400 Elastic Modulus 4,030.5 ksi Beta ACI Ea. C-1 ACI Ea. C-2 ACl Ea. C-3 Neutral Axis Distance 6.8400 in 6.8400 in 6.8400 in Phi 0.7569 0.7569 0.7569 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.7119 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El /1000 0.00 0.00 0.00 Pc : pi''2 E 1 / (k Lu)*2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 24.0000 24.0000 24.0000 in Design Ecc = Ecc * Delta 0.0000 0.0000 0.0000 in 0.800 I ACI Factors (per ACI 3I8-02, applied internally to entered loads) ACl C-1 81 C-2 DL 1.400 ACl C-1 &C-2 LL 1.700 ACl C-1 &C-2 ST 1.700 ....seismic = ST *: 1.100 ACl C-2 Group Factor 0.750 Add"l"1. ACI C-3 Dead Load Factor 0.900 Add"l "0 ACl C-3 Short Temi Factor 1.300 4" Factor for Seismic 1.400 .9" Factor for Seismic 0.900 [ Spiral Tie Requirements per97UBC 1910.9J Spiral Tie Bar Size # 3 Gross Area of Column 314.16 in2 Core Area Wittiin Spirals 176.71 in2 Min. Spiral Reinforcement Ratio 0.029 Max Spiral Tie Spacing 1.006 in K'4 Rev: 580002 Circular Concrete Coiumn Description Column 25 and 26 = 20" diameter columns Sketch & Diagram Axial 1 Pn'phi (k) DL=60,0, LL=20.0s. ST=aOk j 1 i 1 Pu.Mu ' Pu,Mu .i-Pu;Mu [Eq 9-1)1 (Eq 9-2) 1! 18-Ok. 236 4.0k. 168. iTL- inn Ok-ft Ik-ft ,209.6 1 Pu.Mu ' Pu,Mu .i-Pu;Mu [Eq 9.3) t-4 .UK; lOd . .075.2 140.8 106.4 172.0 137.6 03.2 168.8 34.4 •> • (5): M:Tap : DL=120.0. LL=40.0, ST=0.Ok-ft 0.0 28.9 57.7 86.6 115.5 144.3 173.2 202.1 230.9 259.8 288.7 Moment: Mn'pni (k-ft) Thomton ^Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet of. Drawing #: 2C Thornton-Tomasetti Group Project ^i-S-^-^g^ n I'^L- -^^i— Project #:^^? b;t7^;^V. Date: ^ 6 -"' uJ' By: Sheet of. Checked by: Drawing #:. ^.1 1 j I T IO i t&C>e^l6,|..i^iA To fi.&- iKjD! U( t>UA<_ pEH'i* ^=?50TfKX^ DUB- TO FtS-ti^MiO^ pflfe«s*s.ut2^ 9*feiji<^^^-<:> -:LOI«^-3- (2jepad.T A-^- Jd dQQG 9:IIRM HP LHSERJET 3330 p.10 City ofCarlsbad 06-0163 2/1/06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: O^T^ A^'S- PLAN CHECK NUMBER: C^-Qlfc^ OWNER'S NAME: I, as the owner, or agent of the owner (contractors may nol employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s)as required by Uniform Building Code (UBC) Sedion 1701.1 for Ihe construction project locaied at tiie site listed above. UBC Section 106.3.5. Signed 1, as thc en^jucer/architect of record, certi5' that 1 have pro-pared the following special inspection program as required by UBC Section 106.3.5 for the construction project located al the sitt listed above. Eii||lnt«'y<KAiM'i Skai Signed 1. List of woric requiring special Inspection: f Soils Compliance Prior to Foundation Inspection Q Field Welding Structural Concrete Over 2500 PSI • High Strength Bolting • Prestressed Concrete • E»pansion/Epo;ty Anchors @ Structural Masonry • Sprayed-On Fireproofing Designer Specified • Other 2. Name(s) of individual(s} or firm(s) responsible for the special inspections listed above- A. B. C. 3. Duties ofthe special Inspectors forthe work listed above: A. sc>ti--5 - pag- sore's, ^spoer Special inspedors shall check tnvi»iih Ihe Cily and p*6santlhcir credenliabfor approval nrior lc? begloning work on thc job site. soo/ EOO'd 1^90* Column Load Column Moment Column Footing ID Mx My Type Type Dead (kip) Live (kip) Dead (ft-kip) Live (ft-kip) Dead (ft-kip) Live (ft-kip) 1 137.0 47.4 -44.4 -16.3 -30.6 -11.5 Type 1 F 10 2 148.0 60.0 16.0 5.4 50.4 20.3 Type 1 F 10 3 152.0 48.7 -7.7 -4.7 -73.1 -23.5 Type 1 F 10 4 181.0 56.1 -3.8 -4.2 74.6 23.9 Type 1 F 11 5 112.0 35.8 -8.4 -7.5 -48.9 -16.8 Type 1 F9 6 234.0 67.7 -19.9 -9.2 23.5 12.1 Type 1 F 12 7 113.0 43.0 -5.0 -6.1 -6.4 -12.7 Type 1 F9 8 147.0 55.8 -53.1 -22.3 11.6 11.2 Type 1 F 10 9 121.0 37.1 7.6 3.3 53.2 18.2 Type 1 F 10 10 220.0 73.9 0.3 2.2 0.1 3.0 Type 1 F 12 11 235.0 71.1 36.8 19.6 4.9 0.0 Type 2 F 13 12 185.0 73.4 -35.7 -13.4 32.3 12.1 Type 1 F 11 13 189.0 61.7 -46.9 -14.6 -81.8 -25.8 Type 1 F 11 14 236.0 68.3 -50.9 -9.0 72.3 23.3 Type 2 F 13 15 172.0 55.6 -68.5 -14.7 -62.0 -23.6 Type 1 F 11 16 296.0 74.8 -41.6 -7.8 40.3 30.9 Type 3 F 14 17 178.0 50.8 -28.8 8.3 -22.5 -25.5 Type 2 F 12 18 269.0 95.3 -6.7 2.2 26.1 -9.7 Type 2 F 13 19 165.0 62.0 -19.2 -14.7 60.0 22.8 Type 1 F 11 20 266.0 90.0 59.0 26.1 -82.4 -25.5 Type 3 F 13 21 270.0 76.9 75.6 22.5 64.0 20.9 Type 2 F 14 22 338.0 91.2 222.0 62.6 -127.0 -52.4 Type 6 F 18 23 176.0 74.1 22.4 -7.3 109.0 44.5 Type 1 F 11 24 128.0 43.1 23.4 9.4 -68.7 -26.9 Type 1 F 10 25 55.5 12.7 -17.0 10.4 -50.4 -14.7 Type 7 F6 26 40.2 11.8 -26.2 -10.8 74.8 18.2 Type 7 F6 27 187.0 43.7 -29.2 -5.8 -46.4 -12.4 Type 1 Fll 28 239.0 82.1 1.4 13.8 73.7 21.6 Type 2 F 12 29 205.0 59.1 -23.1 -6.3 -63.2 -15.8 Type 2 Fll 30 157.0 45.0 30.5 6.0 -64.7 -16.2 Type 1 Fll 31 120.0 34.9 64.8 18.2 88.1 23.8 Type 1 F 10 32 113.0 37.3 72.9 22.6 -66.7 -20.1 Type 1 F 9 33 241.0 77.7 -73.4 -23.4 127.0 41.3 Type 2 F 13 34 189.0 58.1 -73.5 -22.7 -67.6 -22.7 Type 1 F 11 35 259.0 82.5 52.8 14.5 111.0 39.4 Type 2 F 13 36 171.0 55.0 52.4 14.4 -65.6 -27.1 Type 1 Fll 37 312.0 107.0 -27.1 -5.4 93.3 35.2 Type 3 F 14 38 194.0 66.0 -42.8 -9.4 -69.5 -27.9 Type 1 F 12 Thornton-Tomasettl Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Dei Sol Dsgnr: CK Description : Scope: Job # GG5532.00 Date: 9:51AM, 19 OCT 06 Rev: 580000 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del sol.ecw:Calculations Description Max. 90 kips (higher bearing) -6x6 I General Information Dead Load Live Load Short Term Load Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 65.000 k 25.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 6.000 ft 18.00 in 4 7 3.000 5,000.0 psi 60,000.0 psi 3,000.00 psf Rebar Requirement Actual Rebar "d" depth used 14.563 in As to USE per foot of Width 0.389 in2 200/Fy 0.0033 Total As Req'd 2.333 In2 As Req'd by Analysis 0.0008 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % fSummary 1 Footing OK 6.00ft square x IB.Oin thick with 4- #7 bars Max. Static Soil Pressure 2,725.00 psf Vu: Actual One-Way 21.94 psi Allow Static Soil Pressure 3,000.00 psf Vn*Phi: Allow One-Way 120.21 psi Max. Short Term Soil Pressure 2,725.00 psf Vu : Actual Two-Way 55.36 psi Allow Short Term Soil Pressure 3,000.00 psf Vn*Phi: Allow Two-Way 240.42 psi Mu : Actual Mn * Phi: Capacity 9.44 k-ft / ft 25.79 k-ft / ft Alternate Rebar Selections... 12 #4's 8 #5's 4 #7's 3 #8's 6 #6's 3 #9's 2 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description: Scope: Rev: 580000 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Description Max. 130 kips (higher bearing) -7x7 Job # GG5532.00 Date: 3:52PM, 30 JAN 06 Page 1 crescent del sol.ecw:Calculations Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 85.000 k 42.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 7.000 ft 18.00 in 5 7 3.000 5,000.0 psi 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACl 318-02 C.2 I Reinforcing Rebar Requirenient Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 14.563 in 0.0033 0.0013 in2 0.0018 % As to USE per foot of Width Total As Req'd MIn Allow % Reinf 0.389 in2 2.722 In2 0.0014 Summary j 7.00ft square x 1 B.Oin thick with 5- #7 bars Max. Static Soil Pressure 2,816.84 psf Allow Static Soil Pressure 3,000.00 psf Max. Short Term Soil Pressure 2,816.84 psf Allow Short Term Soil Pressure 3,000.00 psf Mu : Actual 14.94 k-ft/ft Mn * Phi: Capacity 27.60 k-ft/ft Vu: Actual One-Way Vn*Phi: Allow One-Way Vu: Actual Two-Way Vn'Phi: Allow Two-Way Alternate Rebar Selections... 14 #4's 9 #5's 5 #7's 4 #8's Footing OK 34.93 psi 120.21 psi 84.93 psi 240.42 psi #6's #9's 3 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description: Scope : Job # GG5532.00 Date: 3:52PM, 30 JAN 06 Rev: 580000 User: KW-0600037. Ver 5.8.0,1-Dec-2003 (c)19a3-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del sol.ecw:Caiculattons Description Max. 150 kips (higher bearing) -8x8 General Information Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 100.000 k 50.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 8.000 ft 18.00 in 6 7 3.000 5,000.0 psi 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACl 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 14.563 In 0.0033 0.0017 in2 0.0023 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.395 in2 3.156 in2 0.0014 Footing OK 8.00ft square x 18.0in thick with 6- #7 bars Max. Static Soil Pressure 2,568.75 psf Allow Static Soil Pressure 3.000.00 psf Max. Short Term Soil Pressure 2.568.75 psf Allow Short Term Soil Pressure 3,000.00 psf Mu : Actual 19.21 k-ft/ft Mn * Phi: Capacity 28.95 k-ft/ft Vu : Actual One-Way 42.81 psi Vn*Phl: Allow One-Way 120.21 psi Vu : Actual Two-Way 105.99 psi Vn'Phi: Allow Two-Way 240.42 psi Alternate Rebar Selections... 16 #4's 11 #5's 8 6 #7's 4 #8's 4 #6's #9"s 3 #10's • ^ Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 Title : Crescent Del Sol Dsgnr: CK Job # GG5532.00 Date: 3:52PM, 30 JAN 06 /T Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 Description : ^1 , P 949.271.3300 / F 949.271.3301 www.thettgroup.com Scope: Rev; 580000 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Description Max. 180 kips (higher bearing) -9x9 Page 1 crescent del sol .ecw:Calculations General Information Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 120.000 k 60.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 9.000 ft 18.00 in 8 7 3.000 5,000.0 psi 60,000.0 psi Allowable Soli Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Reinforcing Rebar Requirement "™™^ Actual Rebar "d" depth used 14.563 In As to USE per foot of Width 0.506 In2 200/Fy 0.0033 Total As Req'd 4.550 In2 As Req'd by Analysis 0.0022 In2 Min Allow % Reinf 0.0014 MIn. Reinf % to Req'd 0.0029 % 1 Summary 1 Footing OK 9.00ft square x IB.Oin thick with 8- #7 bars Max. Static Soil Pressure 2,447.22 psf Vu : Actual One-Way 51.21 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi: Allow One-Way 120.21 psi Max. Short Term Soil Pressure 2,447.22 psf Vu : Actual Two-Way 131.75 psi Allow Short Term Soil Pressure 3,000.00 psf Vn'Phi: Mow Two-Way 240.42 psi Mu : Actual Mn * Phi: Capacity 24.52 k-ft/ft 34.19 k-ft/ft Alternate Rebar Selections... 23 #4's 15 #5's 8 #7's 6 #8's 11 #6's 5 #9's 4 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description : Scope: Job # GG5532.00 Date: 3:52PM, 30 JAN 06 Rev: 580000 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Description Max. 225 kips (higher bearing) -10x10 Page 1 crescent del sol.ecw:Caiculations ^ xm General Information Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 155.000 k 70.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 10.000 ft 21.00 in 8 8 3.000 5,000.0 psi 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 17.500 in As to USE per foot of Width 0.554 In2 200/Fy 0.0033 Total As Req'd 5.542 in2 As Req'd by Analysis 0.0020 In2 MIn Allow % Reinf 0.0014 MIn. Reinf % to Req'd 0.0026 % L Summary | Footing OK 10.OOft square x 21 .Oin thick with 8- #8 bars Max. Static Soil Pressure 2,512.50 psf Vu: Actual One-Way 48.07 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi: Allow One-Way 120.21 psi Max. Short Term Soil Pressure 2,512.50 psf Vu : Actual Two-Way 128.13 psi Allow Short Term Soil Pressure 3,000.00 psf Vn'Phi: Allow Two-Way 240.42 psi Mu : Actual Mn * Phi: Capacity 32.36 k-ft / ft 48.71 k-ft/ft Altemate Rebar Selections... 28 #4's 18 #5's 10 #7's 8 #8's 13 #6's 6 #9's 5 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description : Scope: Job # GG5532.00 Date: 9:53AM, 19 OCT 06 Rev: 580000 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del sol.ecw:Calculations Description Max. 325 kips (higher bearing) -11 xll Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 b 11.000 ft 24.00 in 8 9 3.000 5,000.0 psi 60,000.0 psi General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 225.000 k 100.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 20.438 in As to USE per foot of Width 0.708 in2 200/Fy 0.0033 Total As Req'd 7.790 in2 As Req'd by Analysis 0.0022 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0029 % 1 Summary | Footing OK 11.00ft square x 24.0in thick with 8- #9 bars Max. Static Soil Pressure 2,985.95 psf Vu: Actual One-Way 53.51 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi: Allow One-Way 120.21 psi Max. Short Term Soil Pressure 2,985.95 psf Vu : Actual Two-Way 146.88 psi Allow Short Term Soil Pressure 3,000.00 psf Vn'Phi: Allow Two-Way 240.42 psi Mu : Actual Mn * Phi: Capacity 48.22 k-ft / ft 65.48 k-ft / ft Alternate Rebar Selections... 39 #4's 26 #5's 13 #7's 10 #8's 18 8 #6's #9's 7 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description : Scope : Job # GG5532.00 Date: 3:52PM, 30 JAN 06 Rev: 580000 User: KW-0600037. Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del soi.ecw:CalcuIations Description Max. 360 kips (higher bearing) -12x12 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone OveriDurden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 240.000 k 120.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 12.000 ft 27.00 In 10 9 3.000 5,000.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACl 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 23.438 in 0.0033 0.0019 in2 0.0026 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.720 In2 8.646 In2 0.0014 12.00ft square x 27.0in thick with 10- #9 bars 2,837.50 psf 3,000.00 psf Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi: Capacity 2,837.50 psf 3,000.00 psf 56.36 k-ft / ft 86.05 k-ft/ft Vu : Actual One-Way Vn'Phi: Allow One-Way Vu : Actual Two-Way Vn'Phi: Allow Two-Way Alternate Rebar Selections... 44 #4's 28 #5's 15 #7's 11 #8's Footing OK 20 9 48.25 psi 120.21 psi 135.73 psi 240.42 psi #6's #9's 7 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description : Scope: Job # GG5532.00 Date: 3:52PM, 30 JAN 06 r 5- Rev: SSOOOO User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Square Footing Design Page crescent del 50l.ecw:Calculations Description Max. 405 kips (higher bearing) -13x13 age 1 \ alculations g General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 270.000 k 135.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 13.000 ft 30.00 in 10 9 3.000 5,000.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis MIn. Reinf % to Req'd 26.438 in 0.0033 0.0018 in2 0.0024 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.749 in2 9.735 In2 0.0014 13.00ft square x 30.0in thick with 10- #9 bars 2,771.45 psf 3,000.00 psf Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi: Capacity 2.771.45 psf 3,000.00 psf 66.14 k-ft/ft 89.94 k-ft/ft Footing OK Vu : Actual One-Way 44.98 psi Vn'Phi: Allow One-Way 120.21 psi Vu : Actual Two-Way 129.21 psi Vn'Phi: Allow Two-Way 240.42 psi Altemate Rebar Selections... 49 #4's 32 #5's 23 17 #7's 13 #8's 10 #6's #9's 8 #10's Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description: Scope: Job # GG5532.00 Date: 9:56AM, 19 OCT 06 F 6 - / Z Rev: 580000 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del soI.ecwiCalculations Description Max. 470 kips (higher bearing) -14x14 I General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 b Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 320.000 k 150.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 14.000 ft 30.00 In 14 9 3.000 5,000.0 psi 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 26.438 In As to USE per foot of Width 0.887 in2 200/Fy 0.0033 Total As Req'd 12.420 in2 As Req'd by Analysis 0.0021 In2 Min Allow % Reinf 0.0014 MIn. Reinf % to Req'd 0.0028 % 1 Summary | Footing OK 14.00ft square x 30.0in thick with 14- #9 bars Max. Static Soil Pressure 2,772.96 psf Vu : Actual One-Way 51.37 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi: Allow One-Way 120.21 psi Max. Short Term Soil Pressure 2,772.96 psf Vu : Actual Two-Way 151.57 psi Allow Short Term Soil Pressure 3,000.00 psf Vn'Phi: Allow Two-Way 240.42 psi Mu : Actual Mn ' Phi: Capacity 78.18 k-ft/ft 116.31 k-ft/ft Alternate Rebar Selections... 63 #4's 41 #5's 21 #7's 16 #8's 29 # 6'S 13 #9's 10 #10's BS Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Dsgnr: CK Description : Scope: Job # GG5532.00 Date: 3:52PM, 30 JAN 06 r .::>' • > Rev: 580000 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)19e3-2003 ENERCALC Engineering Software Square Footing Design Page 1 crescent del sol.ecw:Calculations Description Max. 630 kips (higher bearing) -18x18 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 474.000 k 156.000 k 0.000 k 4 0.000 psf 150.00 pcf 1.000 20.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 18.000 ft 33.00 In 22 9 3.000 5,000.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis MIn. Reinf % to Req'd 29.438 In 0.0033 0.0025 In2 0.0033 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 1.174 in2 21.129 In2 0.0014 18.00ft square x 33.0in thick with 22- #9 bars 2,356.94 psf 3,000.00 psf Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn ' Phi: Capacity 2.356.94 psf 3,000.00 psf 114.85 k-ft/ft 157.94 k-ft/ft Footing OK Vu : Actual One-Way 55.71 psi Vn'Phi: Allow One-Way 120.21 psi Vu : Actual Two-Way 181.65 psi Vn'Phi: Allow Two-Way 240.42 psi Alternate Rebar Selections... 106 #4's 69 #5's 49 36 #7's 27 #8's 22 #6's #9's 17 #10's COAST GEOTECHNICAL CONSULTING ENGINEEliS AND GEOLOGISTS January 11,2006 Mark Petersen and Wayne Blass 185 Phoebe Street Encinitas, CA 92024 RE: REVISED FOUNDATION DESIGN PARAMETERS Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, Califomia References: 1) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Eleven (11) Unit Condominium 236 Date Avenue Carlsbad, Califomia Prepared by Coast Geotechnical Dated Febmaiy 4, 2004 2) SUPPLEMENTAL GEOTECHNICAL INVESTIGATION Proposed Eleven (11) Unit Condomioium 236 Date Avenue Carlsbad, Califomia Prepared by Coast Geotechnical Dated September 28, 2005 Dear Mr. Petersen and Mr. Blass: In response to your request, we have reviewed our foundation design parameters presented in our Preliminary Geotechnical Investigation, as well as the current foundation plans, dated December 16, 2005, prepared by the Thomton-Tomasetti Group. 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 Coast Geotechnical January 11,2006 W.O. P-400123 Page 2 FOUNDATION PLANS The foundation plans suggest that the proposed stmctures will be supported predominantly on subterranean retaining walls and isolated column pads constructed at the garage basement grade. A 4.0 inch thick reinforced slab is proposed for the subterranean garage floor. GEOTECHNICAL CONDITIONS The subject property is underlain by poorly consolidated Pleistocene terrace deposits. The fine and medium-grained sand is friable on exposed cuts with little or no cohesion. Subsurface exploration suggests that the sediments are only in a medium dense condition at the garage basement elevation. The density of the fine and medium-grained deposits may be increased by selective remedial grading and moisture conditioning in the upper 2.0 feet of subgrade deposits. Specific reconunendations for densification will be provided during the grading phase based on actual geotechnical condilions encountered in the garage excavation. REVISED FOUNDATION DESIGN PARAMETERS The foUovraig design parameters are based on footings fovmded into densified terrace deposits exposed at the garage excavation elevation. Proposed retaining wall footings, colunm pad footings and continuous wall footings founded a ly _^n, '^ minimum of 18 inches into terrace deposits may be designed for an allowable bearing value of2250 Q^' |4;^ pounds per square foot. The bearing value may be increased 300 pounds per square foot for each additional foot of depth of terrace deposits penetrated to a maximum of3000 pounds per square foot. Coast Geotechnical January 11,2006 W.O. P-400123 Page 3 The design parameters presented in the Preliminary Geotechnical Report which are not superceded by this report remain applicable and should be implemented during the design and construction phases. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This opportunity to be of service is appreciated. Respectfully submitted COAST GEOTEC Mark Burwell, C.E Engineering Geoiog Vithaya Singhanet, Geotechnical Engino mm Thomton -Tomasetti Group Project. Project #: By: Date: Checked by: Sheet of. Drawing #: I ^ CM U Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: S80011 Restrained Retaining Wall Design Description (New)8' Slab Tributary Criteria Retained Height = 12.00 ft Wall height above soil = 0.00 ft Total Wall Height = 12.00 ft Top Support Height = 12.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 In Soil Density = 120.00 pcf Wind on Stem = 0.0 psf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Footing Strengths & Dimensions Fy = FootingllSoii Friction Soil height to ignore for passive pressure = 0.350 0.00 in fc = 3,000 psi Min. As % = Toe Width = Heel Width Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = Cover® Top = 3.00 in i 60,000 psi 0.0014 2.75 ft 1.75 4.50 18.00 In 0.00 In 0.00 In 0.00 ft ! Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf >»NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Uniform Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load Ax\a\ Live Load 2,600.0 Ibs 1,400.0 Ibs Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL DIst Footing Type Base Above/Below Soil at Back of Wall 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line 0.0 ft Axial Load Eccentricity = 0.0 in Design Summary Total Bearing Load = 7,655 lbs ...resultant ecc. = 0.11 In Soil Pressure @ Toe = 1.681 psf OK Soil Pressure @ Heel = 1,722 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,445 psf ACI Factored @ Heel = 2,505 psf Footing Shear @ Toe = 34.0 psi OK Footing Shear @ Heel = 10.8 psi OK Allowable = 93.1 psi Reaction at Top = 1,052.7 lbs Reaction at Bottom = 4,885.1 Ibs •Hi Masomjjj^St^^ Sliding Calcs Slab Resists All Lateral Sliding Force = Sliding I 4,885.1 Ibs Thickness = 12.00 In Wall Weight = 133.0 pcf Stem Is FIXED to top of footing Block Type = Normal Weight Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data — fb/FB + fa/Fa Moment...Actual fm Fs I Footing Design Results | i ^ To^ -fleel = 1,500 psi Short Term Factor 1.000 = 24,000 psi Equiv. Solid Thick. = 11.620 In n Ratio (Es/Em) = 25.778 Use Special Inspection Mmax Between Top Support Top & Base @ Base of Wall Stein OK Stem OK Stem OK 12.00 ft 6.75 ft 0.00 ft # 5 # 5 # 7 8.00 In 8.00 in 8.00 In Center Edge Edge 5.75 in 9.00 in 9.00 In 0.000 0.529 0.942 0.0 ft-# 3,461.8 ft-# 7,551.7 ft-# 3,077.0 ft-# 6,548.8 ft-# 8,014.1 ft-# 0.0 Ibs 3,703.3 Ibs 0.00 psi 40.54 psi 38.73 psi 38.73 psi 25.00 In 25.00 in = 6.00 In Factored Pressure = 2,445 Mu': Upward = 9,291 Mu': Downward = 1,191 Mu: Design = 8,100 Actual 1-Way Shear = 33.95 Allow 1-Way Shear = 93.11 2,505 psf Oft-# 695 ft-# 695ft-# 10.78 psi 93.11 psi Moment Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Rebar embedment Into footing Other Acceptable Sizes & Spacings: Toe: #4 @ 18.00 In -or- #4@ 10.00 In, #5@ 15.50 in, Heel:#6@ IS.OOIn -or- Not req'd, Mu < S ' Fr Key: No key defined -or- No key defined 21.75 in,#7@ 2S Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580011 Restrained Retaining Wall Design Description (New)8' Slab Tributary Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure »> sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -7,551.7 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 4,000.0 lbs 3.25 ft 13,000.0 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,596.0 lbs 3.25 ft 5,187.0 ft-# Soil Over Heel = 1,080.0 lbs 4.13 ft 4,455.0 ft-# Footing Weight = 978.8 Ibs 2.25 ft 2,202.2 ft-# Total Vertical Force 7,654.8 Ibs Base Moment = 17,292.5 ft-# Soil Pressure Resulting Moment = -69.3t-# Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Restrained Retaining Wall Design Description (New)IO' Slab Tributary Criteria Retained Height = 12.00 ft Wall height above soil = 0.00 ft Total Wall Height = 12.00 ft Top Support Height = 12.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 In Soil Density = 120.00 pcf Wind on Stem = 0.0 psf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Footing Strengths & Dimensions FootingllSoii Friction Soil height to Ignore for passive pressure = 0.350 0.00 in fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width ' Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy = 60,000 psi 0.0014 2.75 ft 2.75 5.50 18.00 in 0.00 In 0.00 in 0.00 ft @ Btm.= 3.00 In Surcharge Loads Surcharge Over Heel = 100.0 psf »>NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Unifonn Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load = 3,250.0 Ibs Axial Live Load = 1,750.0 Ibs Axial Load Eccentricity = 0.0 in Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL DIst Footing Type Base Above/Below Soil at Back of Wall 0.0 lbs 0.00 ft 0.00 In 0.00 ft Line 0.0 ft Design Summary Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACl Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = 10,312 lbs 0.55 In 1,781 psf OK 1,968 psf OK 2,000 psf Allowable 2,585 psf 2,856 psf 36.9 psi OK 25.2 psi OK 93.1 psi 1,052.7 lbs 4,885.1 Ibs Sliding Calcs Slab Resists All Siidinc Lateral Sliding Force = 4,885 .1 lbs I Footing Design Results | Toe Heel Factored Pressure = 2,585 2,856 psf Mu': Upward = 9,945 Oft-# Mu': Downward = 1,191 3,784 ft-# Mu: Design = 8,753 3,784 ft-# Actual 1-Way Shear = 36.94 25.15 psi Allow 1-Way Shear = 93.11 93.11 psi Masonry Stem Construction 1 Thickness = 12.00 in fm = 1,500 psi Short Tenn Factor = 1.000 Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Stem Is FIXED to top of footing n Ratio (Es/Em) = 25.778 Block Type = Normal Weight Use Special Inspection Solid Grouted g^j^^^^ @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design height = 12.00 ft 6.75 ft 0.00 ft RebarSize = #5 #5 #7 Rebar Spacing = 8.00 in 8.00 In 8.00 In Rebar Placed at = Edge Edge Edge Rebar Depth 'd" = 9.00 in 9.00 In 9.00 in Design Data ft)/FB +fa/Fa = 0.000 0.529 0.942 Moment...Actual = 0.0 ft-# 3,461.8 ft-# 7,551.7 ft-# Moment Allowable = 6,548.8 ft-# 6,548.8 ft-# 8,014.1 ft-# Shear Force @ this height = 0.0 Ibs 3,703.3 Ibs Shear Actual = 0.00 psi 40.54 psi Shear Allowable = 38.73 psi 38.73 psi Rebar Lap Required = 25.00 In 25.00 In Rebar embedment into footing = 6.00 In other Acceptable Sizes & Spacings: Toe: #4 @ 12.00 in -or- #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 2S Heel:#8@ 15.00ln -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined / l'\ Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Rev: 580011 Restrained Retaining Wall Design Description (New)IO'Slab Tributary Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure »> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -7,551.7 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 5,000.0 Ibs 3.25 ft 16,250.0 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,596.01bs 3.25 ft 5,187.0ft-# Soil Over Heel = 2,520.0 lbs 4.63 ft 11,655.0 ft-# Footing Weight = 1,196.3 lbs 2.75 ft 3,289.7 ft-# Total Vertical Force = 10,312.3 lbs Base Moment = 28,830.0 ft-# Soil Pressure Resulting Moment = -471.3t-# Rev: 580011 User: KW-0600037, Ver 5.8.0, l-Dec-2003 (C)1983-Z003 ENERCALC Engineering Software Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 wvvw.thettgroup.com Title : Crescent Del Sol Job # GG5532.00 Dsgnr: CK Date: 11:22AM, 13 DEC 05 Description: Scope: Code Ref: ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Restrained Retaming Wall Design Page crescent del sal.ecw:Olculations Description (New)8' Slab Tributary Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 12.00 ft 0.00 ft 12.00 ft 12.00 ft 0.00 : 1 0.00 in 120.00 pcf 0.0 psf [Soll Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Acfive Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 FootingllSoii Friction = 0.350 Soil height to ignore for passive pressure = 0.00 In Surcharge Loads Surcharge Over Heel = 100.0 psf »>NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I^Axial Load Applied to Stem jj. Axial Dead Load = 2,600.0 Ibs Axial Live Load = 1,400.0 Ibs Axial Load Eccentricity = 0.0 in [jDeslgn^Surnmary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 7,749 Ibs 0.30 In 1,779 psf OK 1,665 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 2,586 psf 2,422 psf 35.1 psi OK 13.2 psi OK 93.1 psi 1,052.7 Ibs 4,885.1 Ibs Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 4,885.1 Ibs [^Footing Strengths & Dimensions Fy = fc = Min 3,000 psi As % Toe Width < Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in 60,000 psi 0.0014 2.75 ft 1.75 4.50 18.00 in 0.00 In 0.00 in 0.00 ft ; Btm.= 3.00 in Uniform Lateral Load Applied to Stem j^djacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 m 0.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL DIst Footing Type Base Above/Below Soil at Back of Wall 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line 0.0 ft Concrete Stem Construction Thickness = 10.00 in py = Wall Weight = 120.8 pcf fc = Stem Is FIXED to top of footing = 60,000 psi 3,000 psi IjFootlng Design Results |. Toe Heel Factored Pressure 2,586 2,422 psf Mu': Upward 9,653 0 ft-# Mu': Downward 1,191 1,038 ft-# Mu: Design 8,462 1,038 ft-# Actual 1-Way Shear 35.10 13.18 psi Allow 1-Way Shear 93.11 93.11 psi Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design height = 12.00 ft 6.75 ft 0.00 ft RebarSize = # 4 #4 #6 Rebar Spacing = lO.OOin lO.OOin lO.OOin Rebar Placed at = Edge Edge Edge Rebar Depth 'd' = 6.50 In 7.50 in 6.50 in Design Data ft3/FB +fa/Fa = 0.000 0.750 0.903 Mu....Actual = O.Oft-# 5,885.1 ft^ 12,837.9ft-# Mn'PhI Allowable = 6,765.1 ft-# 7,845.1 ft-# 14,210.4 ft-# Shear Force @ this height = 0.0 lbs 6,295.6 lbs Shear Actual = 0.00 psi 80.71 psi Shear Allowable = 93.11 psi 93.11 psi Rebar Lap Required = 17.09 in 17.09 In Rebar embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: #4 @ 18.00 In -or- #4@ 10.00 In, #5@ 15.50 In, #6@ 21.75 In, #7@ 29 Heel:#6@ 18.00 In -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined Thornton-Tomasetti Group, Inc. Title: Crescent Del Sol Job # GG5532.00 2415 Campus Drive, Suite 110 ^^S"^- CK Date: 11:22AM, 13 DEC 05 Irvine. CA 92612 = ^If P 949.271.3300/F 949.271.3301 Scope: I L>\ll' wvvw.thettgroup.com Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580011 1 User: icw-0600037, Ver 5.8.0, l-Dec-2003 Rpetrainprl RAtsininn Wall DoQinn ^^se 2 • (c)l983-2003 ENERCALC Engineering Software rveStrdlHea r^etaiHing VWail UeSign crescent del 50l.ecw;Calculatlons | Description (New)8' Slab Tributary Summary of Forces on Footing : Slab RESISTS sliding, stem Is FIXED at footing Forces acting on footing for soil pressure >» sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -7,551.7 ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 4,000.0 Ibs 3.17 ft 12,666.7 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,450.0 lbs 3.17 ft 4,591.7 ft-# Soil Over Heel = 1,320.0 Ibs 4.04 ft 5,335.0 ft-# Footing Weight = 978.8 Ibs 2.25 ft 2,202.2 ft-# Total Vertical Force = 7,748.8 lbs Base Moment = 17,243.8 ft-# Soil Pressure Resulting Moment = 190.SFt-#