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9809-028 (SOTB) Structural Calcsros NAME: TRADITION roallo.: 97-589.2 SHEETNo.: COVER By.. DHP DATE: April 16, 1998 CLIENT. MARSH & ASSOCIATES ARCHITECTS 7995 EAST PRENTICE AVE. SUITE 102 GREENWOOD VILLAGE, COLORADO 80111 PROJECT.' TFE COMFORT STATION AT TRADITION LA QUINT.1il, CA GENERAL INFORMATION: BUILDING CODE: SOILS DATA.- CARUSO TURLEY . SCOTT, INC. consulting structural engineers 2702 N. 44th Street Suite 200 Phoenix, AZ 85008 602-912-9120 602-912-9390 (FAX) 1994 UNIFORM BUILDING CODE Bearing = 1500 psf S4080 EXP. 9130M ¢, . 8 01 r RV CTV�A�� C11 .� PARI NIM, ENT �- =Eft \L A L APPLE E CODES k �l CARUSO TURLEY SCOTT INC. consulting structural engineers 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 u Phoenix. Arizona 85008 Tucson. Arizona 85719 602-912-9120 602-912-9390 (FAX) 520-888-8555 520-888-4240(FAX) r. E-MAIL: ctsphx®aol.com E-MAIL: ctstuc®aol.com �,,, = 11•y PSF. ►-7.y = 17, QLF zO� N _ rvw�c = �SCzo(to + z(2.�s� '1b(oP Job Name A Gom �o�T $rAil a N Job No. / 7 -.Mt 2 Sheet No. By Ott P Date 9 e 15 6 PL -F 4 ISO k V-', ; %z PLYWCOID w/gcSl ►.tAu..s DI�PtfP.gr:�. 35u i f ox-, 15'� � •1 Ktes 1rt i�(-,or = �,K(q,57.= 13.3 k- Fr AS (. M,u ��51 '�St�.z �- .oe..i�S W r l+"D .lt5 O.k.. i ;- .I 6 ) 1,33J9 }- I (la°� (� v W ALA- F£eT tN FS. _ ).4 Ae-rvAt_ w T -D TH4T- SEC -T torsi IDP wArl.L = 1712 Noj n "t` CARUSO r J�J) ,. TURLEY ` SCOTT INC. consulting Job Name 60k4F�'r STATjo� SES Lar•�o vt-� �"�M�-,r 'y��CT structural engineers Job No. 145 p 171 Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 By �}P Date 602-912-9120 602.912-9390(FAX) 520-888-8555 520-888-4240(FAX) 7 2S7 (y64 �Z E-MAIL: ctsphx®aol.com E-MAIL: ctstuc®aol.com $>}Gl�— WPtl,L- 0uD -70 VPC - 16 .o Up J�J) SES Lar•�o vt-� �"�M�-,r 'y��CT s 7 2S7 (y64 �Z = Z4 Psi % ZSo e/ ,✓o S W) AL- I NSA. • 12f J 1 p—Fi> 1 U i Title: [vw'�RT S;ktla�► t ' Dsgnr:Ot� Description . Scope : 3 Rev. 504001 Single Span Beam Analysis Description MASONRY WALL MOMENTS General norma ion Center Span 8.00 ft Moment of Inertia 1.000 in4 Left Cantilever ft Elastic Modulus 1 ksi Right Cantilever ft Beam End Fixity Pin -Fix Job # 1-7--W-7, Date: 1:59PM, 13 APR 98 Magnitude @ Left 16.000 k/ft k/ft Max + @ Center k/ft k/ft Magnitude @ Right 16.000 k/ft 240.000 k/ft @ Left Cant k/ft k/ft 4s Dist. To Left Side ft 4.000 ft ft ft Dist. To Right Side 4.000 ft 8.000 ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 68.00 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in �Joments... -&t Shears... Max + @ Center 144.97 k -ft at 4.36 ft @ Left Max - @ Center 480.00 k -ft at 8.00 ft @ Right @ Left Cant 0.00k -ft Maximum t-j.'R;ght Cant -480.00 k -ft Deflections... N 486.00 k• @ Center Maximum = -ft @Left Cant. @ Right Cant Reactions.._ 68.00 is @ Left 68.00 k 476.00 k @ Right 476.00 k 68.00 k ## `#.### in -&t 3.79 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft cVer1Uec-VVin32 Pressure @ Toe = 851.9 psf Soil Press. Mult. Toe Heel 0 f'c 0 Caruso Turley Scot, Inc. = 2500 psi � ';4, '� = = 4.8 psf 4 By ACI Eq 9-1 = 1193 7 ' 2702 N. 44th Street Suite 200 15.7 Sloped Soil a Heel = = 40000 psi Allowable Press. = 1500 Phoenix, AZ 85008 lj,,ward. = 242 - ft-# Min. As Percent = (602) 912-9120 Ecc. of 'r,-cultant = 4.63 in Mu-Dowr.ts^;�: ' _ ;Z 366 ft-# Omit SP Under Reel ? • i Max. Shear is Toe Date: 04/13/98 psi Mu -Design = 189 -278 't-# 0.0 Load a Proj. Wall = Page: Heel 0.0 CANTILEVERED RETAINING WALL DESIGN psi One -Way Shear: 0 0 0 # 4 @ 37.04 x in o/c Allow. Ftg Shear = 85.00 psi Actual = THE TRADITION 5.6 psi # 5 a 48.00 48.00 in o/c Factors of Safety: COMFORT ROOM 97-589 0 Allowable = 85.0 85.0 -psi WALL & FOOTING DATA @ 48.00 VERTICAL LOADS in o/c Overturning LATERAL LOADS :1 Cover over Rebar = Retained Height = 4.00 ft Axial DL on Stem = 0 plf Lateral Load Acting on in o/c u a•:€ n_ Wall Ht. above Soil = 0.00 ft Axial DL on Stem = 0 plf Stem Above Soil = 17.40 psf Toe Width = 0.67 ft ....Eccentricity = 0.00 in Add'l Lateral Load = 0.00 plf Heel Width = 1.67 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 2.34 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 8.00 in - Resisting Moments Key Depth = 0.00 in ft ft-# # Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 1500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 35.0 pcf Load Eccentricity- = 0.00 in Ftg/Soil Friction = 0.30 ....Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in .....Slope Press. = 0.0 pcf Ftg. CL to Wall = 0.00 ft Lateral Pressure = 381 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. - Passive Pressure = 178 # Passive Press. = 200.0 pcf ... Above/Below:(+/-] = 0.0 ft - Friction = 301 # Soil Density = 105.0 pcf Spread Footing ? No Add'l Force Required = 0.0 # Soil Ht over Toe = 8.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 851.9 psf Soil Press. Mult. Toe Heel 0 f'c 0 0 = 2500 psi Pressure a Heel = 4.8 psf 4 By ACI Eq 9-1 = 1193 7 psf Fy 15.7 Sloped Soil a Heel = = 40000 psi Allowable Press. = 1500 psf- lj,,ward. = 242 89 ft-# Min. As Percent = 0.0012 Ecc. of 'r,-cultant = 4.63 in Mu-Dowr.ts^;�: ' _ ;Z 366 ft-# Omit SP Under Reel ? No Max. Shear is Toe = 4.81 psi Mu -Design = 189 -278 't-# 0.0 Load a Proj. Wall = Toe Heel 0.0 Max. Shear @ Heel = -5.60 psi One -Way Shear: 0 0 0 # 4 @ 37.04 33.33 in o/c Allow. Ftg Shear = 85.00 psi Actual = 4.8 5.6 psi # 5 a 48.00 48.00 in o/c Factors of Safety: 0 0 Allowable = 85.0 85.0 -psi # 6 @ 48.00 48.00 in o/c Overturning = 2.36 :1 Cover over Rebar = 3.S0 3.CC, in # 7 a 48.00 48.OU in o/c u a•:€ n_ - 1.26 :1 'd' = 4.50 5.00 in # S ? ".8.00 48.G ir, :,/c Removed) 4u = Mu/bd-2 = 10.4 i2.3 psi # 9 a 4800 48.00 in o/c - SUMM.APY GF - FORCES & MOMENTS Overturning Moments - Resisting Moments Origin of Force... # ft ft-# # ft ft-# Active Soil Press. = 381.1 1.56 592.8 0 0 0 Soil over Heel = 0 0 0 421.4 1.84 774.7 Soil over Toe = -31.1 0.44 -13.8 46.9 0.34 15.7 Sloped Soil a Heel = 0 0 0 0.0 0.00 0.0 Adjacent Ftg. Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe = 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 0.0 0.00 0.0 Load a Proj. Wall = 0.0 4.67 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 300.0 1.00 301.0 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 234.0 1.17 273.8 Key Weight = 0 0 0 0.0 0.00 0.0 ` Vertical Component of Active Pressure 0 0 0 0.0 0.00 0.0 Totals = •350.0 # 579.0 ft-# 1002.3 # 1365.2 ft-# Resisting Totals Used For 0 Soil Pressure 1002.3 # 1365.2 ft-# (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KW060624 Caruso Turley Scot, Inc. 2702 N. 44th Street Suite 200 Phoenix, AZ 85008 (602) 912-9120 CANTILEVERED RETAINING WALL DESIGN THE TRADITION COMFORT ROOM 97-589 (.....continued) STEM SUMMARY Top Stem: From '0.00 ft to Top of Wall 8.00in Masonry w/ # 5 @ 48.00in, d= 3.75 f'm= 150O.Opsi, Fs= 20000.Opsi LDF= 1.00, n= 25.78 Solid Grouted, No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 6.Oin Mactual = 371.6 <= 408.7ft-# Vactual = 2.98 <= 19.36psi Interaction Value = 0.909 .4C1 (c) 1983-96 ENERCALC Date: 04/13/98 Page: J n 8" C.M.U., Sol i d Grou , 3 S 48" Ver L — 04 4b 24" Horiz � \ �f HEEL (top) 5 P ' 0. C. a TOE (Gat) : a So o.c. i'- 3" 4HORIZ. AS SHOWN 1- 1 U 4" I ; �Y- 4 IV 16'.4 W 16" Caruso Turley Scott, Inc., KW060624