Loading...
9807-044, 9808-055 (SFD) Structural Calcs1 1 1 CARUSO Illu TURLEY 1 SCOTT INC. consulting ' structural engineers 1 1 1 CARUSO TURLEY 1 SCOTT INC. consulting ' structural engineers 2702 N. 44th Street Suite 200 Arizona 85008 1Phoenix, (602) 912-9120 FAX (602) 912-9390 E-mail: ctsphx@aol.com 3430 N. First Avenue 1 Suite 5 Tucson, Arizona 85719 (520) 888-8555 FAX (520) 888-4240 E-mail: ctstuc@aol.com CITY OF LA QUINTA BUILDING & SAFETY DEPARTMENT CONDITIONALLY ACCEPTED FOR CONSTRUCTION SUBJE:"I TO INSTALLATION AS PE:R AND ALL APPLICABLE CODES DATE. BY _2 1AI ,a, JOB NAME: Quarry ' JOBNO.: 97-589 SHEETNO.: COVER BY.• LGL DATE: Oct -97 01 CLIENT.• MARSH & ASSOCIATES ARCHITECTS s�q rR U c T ' 7995 EAST PRENTICE AVE. SUITE 102 GREENWOOD VILLAGE, COLORADO 80111 F OF C j\Q PROJECT.- ROJECT.•COTTAGES•AT COTTAGES-AT ' THE RETREAT AT THE QUARRY LA QUINTA, CA f ESS � �` •�5;-_�'�-•-=—'..:;''� ,� of J W � S4080 EXP. 9/30/98 * ry lJ ,p�qr R ' • U C T � O��`P OF C ,% L%F DESIGN REFERENCES: BUILDING CODE: 1994 UBC SOIL BEARING =1500 PSF. SOILS DATA: ALLOWABLE CARUSO ' TURLEY ►��� �. SCOTT,�� o. t INC. ' consulting ' structural engineers ` '2702 N. 44th Street IT-/ c Suite 200 SEtS A.r,�p. Phoenix, AZ 85008 n2-912-9120 2-912-9390 (FAX) 1 CARUSO ; TURLEY SCOTT INC. ' consulting structural Job Name engineers Job No. T7- Sheet No. aD =3 2702 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 By Date 602-912-9120 602-912.9390(FAX) 520-888-8555 520-888.4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com � v4 (Q_ 1 • -o Ir— --o... i j I f 1 i I 1 1 i t CARUSO TURLEY SCOTT INC. consulting structural Job Name engineers Job No. 5 d9 Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 • By Cts L Date 602-912-9120 602-912-9390`(FAX) 520-888-8555 520-888-4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com AT' 51 00\ c�L« y M .: Y O� A. no 1;rsTA JON TANDY 2.... , - -37630-Medjool—Ave. RECD Palm •'Desert, CA 92211 �. Office . (760) 772-7192 SRECIALINSPECTION vrar' �, i" Fax ' (760),'. 772-7193 Pager (760) 776-3338. REGISTERED INSPECTOR'S WEEKLY REPORT TYPE OF INSPECTION PERFORMED t ❑ REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY ❑ , ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ OTHER ❑ REINFORCED MASONRY ❑ FIRE PROOFING JOB LOCATION '^, r. i a REPORT SEQUENCE N0. TYPE OF.STRUCTURE _ °-'----�-�"-' PERMIT.NO`.`� �s DATE DAY OF WEEK MATERIAL DESCRIPTION � i � ARCHITECT� iA� IN ECTO - HRS. CHARGED -, ' ENGINEER vISSD �u Sca ASSISTANTS HRS. CHARGED INSPECTION GENERAL: DATE CONTRACTOR �u �� sue CONTRACTOR Gr ii !Q �,4, hc Mew Cel S s GrA c Fe .IA- vx • ' Sid S-�t�✓! r� — rvl� • COPY SENT TO CLIENT O NTINUED ON NEXT PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED" PLANS. SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE. GOVERNING BUILDING LAWS. SIGNATU OF REGISTE INSPECTOR' ATE CfF REPORT REGISTER NUMBER 03/15/1999 12:44 619-777-7613 TURPIN CONSTRUCTION WL /L/%141 cr' Mr., AbZA AS oPnoo % VA TYPO FbL'p (>OW0 s (7) PAGE 05 NOTPS. I. LAIN 2-2X POST. 2 OPTIONAL STUD TO COVER BOLT HEADS. 3. BOLT. 4. BOLT HOLE AT EPDXY BOLTS. 5., WOOD STUD WALL 6. SIMPSON HOLDOWN. 7. TOP OF CONCRETE - SFE PLANS. n _.Fv2... SIMPSar�j ,c�HD 2: of�W_ 4FA-.4D 2.2_�ut'i4TtrvT� IMTSEQr1 �-YTZo wIT}f g�73�,i�l�kT.,l�kw�l�._F3PLT SK1 DRILLED BOLT OPTION — HD HOEDOWN • i �4-91.02M 93420 NO SCALE CARUSO ■ TURLEY ■ SCOTT p INC. CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200 PHOENIX, ARIZONA 85008 (602) 912-9120 p *; 1 157- 12Ev1L?,v AS> 1 --- H_Y_Ur_ -.--I NTA BUILDING & SAFETY DEPARTMENT •' CO;NDITIONALLY ACCEPTED FOR CONSTRUICTICN SUBJECT TO INSTALLATI�;n,' ASF'Ei; 1 AND ALL APPLICABLE CODES CARUSO TURLEY BATEBY SCOTT i INC. RECEIVED 6k!;r,14,f consulting structural Q� I998 ' engineers CARUSp TUSLE so OTT ' INC 2702 N. 44th Street Suite 200 Phoenix, Arizona 85008 (602) 912-9120 FAX (602) 912-9390 E-mail: ctsphx@aol.com I ' 3430 N. First Avenue Suite 5 Tucson, Arizona 85719 '(520) 888-8555 FAX (520) 888-4240 E-mail: ctstuc@aol.com v I roBNAME: Quarry - mNo.: 97-589 SHEETNo.: COVER 'By.. LGL DATE. Oct-97 CLIENT. MARSH & ASSOCIATES ARCHITECTS ��4 r� u C T Vol-. 7995 EAST PRENTICE AVE. SUITE 102 TF OF CA �F GREENWOOD VILLAGE, COLORADO 80111 PROJECT: ' COTTAGES AT THE RETREAT AT THE QUARRY LA QUINTA, CA A. DESIGN REFFkENC & ' BUILDING CODE: 1994 UBC SOILS DATA: ALLOWABLE SOIL BEARING =1500 PSF. CARUSO C-%.- ry cftw-I r . -vs % , TURLEY I�o� ' SCOTT, o�oFES slp�4 . ��� -X o. INC. b �K TS consulting S4080 ;0 .(4-, structural f `��� engineers NIP ¢ 2702 N. 44th Street F C ALS ' Suite 200 Phoenix, AZ 85008 �• ' 2-912-9120 2-912-9390 (FAX) 1 .... .. .. .... ..... .. .... .........r.....t .. :':.: '.:.K. .. ........ ^tri - "r^:'t!'.::'.a:'.-: CARUSO TURLEY SCOTT, INC. Job Name Quarry Structural Engineers 'Consulting la 2702 N. 44th Street, Suite 200 Job No. 97-589 Sheet No. 1 Phoenix, Arizona 85008 (602) 912-9120 (602) 912-9390 fax By LGL Date 10/97 INDEX ' BASIS FOR DESIGN •2 ' DESIGN LOADS 3, 3A r ROOF.FRAMING 4-16 FLOOR FRAMING 17-21 LATERAL ANALYSIS 22 -40 FOUNDATION 1 41 —53 i I I 1 ` 1 1 t , i I I I i • 1 1 1 , ... Y .. r._. •.. .. ,,...... ,.•.,..,.,: <,....: a—..,..... rY;•v.._.,-. -;.,7 'rl: cirri. ui �1' CARUSO TURLEY SCOTT, INC. Job NameQuarrV ' Consulting Structural Engineers 2702 N. 44th Street,,.Suite 2.00 , Job No. 97-589 Sheet No. 812. Phoenix, Arizona 8.5008 (602) 912-9120 (602) 912-9390 fax By LGL Date 10/97 BASIS FOR DESIGN ' BUILDING CODE: 1994 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 20 PSF (REDUCIBLE). ROOF DEAD LOAD = 30 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 50 PSF: STAIR LIVE LOAD = 100 PSF. 70 MPH WIND SPEED, EXPOSURE C. 1 SEISMIC ZONE 4 (Z = 0.40) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED BELOW:FINISHED GRADE. ALLOWABLE BEARING VALUE = 15 1 CONCRETE: MINIMUM 28 DAY STRENGTH .3,000 PSI EXCEPT AS FO TOPPING FOR STEEL DECK --------------------------------- 3,000 PSI 'SLABS ON GRADE -------=--------------------------------------- 3,000 PSI FOUNDATIONS---------------------------------------------------- 2,500 PSI MASONRY: HOLLOW CONCRETE MASONRY UNITS: F'm = 1,500 PSI 'D ' (DESIGN BASE,ON INSPECTED VALUES) REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. F ' ABS #4AND SMALLERI Fy =X50,000 PSI. STRUCTURAL STEEL:STRUCTURAL STEEL: Fy = 36,000 PSI. PIPE STEEL: Fy = 36,000 PSI. WIDE FLANGE STEEL SECTIONS: Fy = 50,000 PSI. TUBULAR STEEL: Fy = 46,000 PSI. WOOD: ' WOOD TYPE ,,,.,,.. JOISTS i2 X 4----------------------------------------------------------------------------------------------------H.F. #2 2 X 6 OR LARGER ------------ ---------------------------------------------------------------------H.F. #2 BEAMS WIDTH4" OR LESS --------- ---------------------------------------------------------------------- D.F. #1 WIDTH GREATER ' THAN4"------------------------------ ------------------------------------------------------------------ D.F. 41 STUDS 2 X 4-----------------------------f----------------------------------------------------------------------H.F. #2 2 X 6 OR LARGER ------------ --------------------------------------------------------------------- H.F. #2 POSTS 4X4------------------------------- ------------------------------------------------- --------------- 7 --- H.F. #2 SOIL 1'6" MINIMUM. -------------- H.F. #2 00 PSF. ' GLUED -LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) LLOWS: ,,,.,,.. JOISTS i2 X 4----------------------------------------------------------------------------------------------------H.F. #2 2 X 6 OR LARGER ------------ ---------------------------------------------------------------------H.F. #2 BEAMS WIDTH4" OR LESS --------- ---------------------------------------------------------------------- D.F. #1 WIDTH GREATER ' THAN4"------------------------------ ------------------------------------------------------------------ D.F. 41 STUDS 2 X 4-----------------------------f----------------------------------------------------------------------H.F. #2 2 X 6 OR LARGER ------------ --------------------------------------------------------------------- H.F. #2 POSTS 4X4------------------------------- ------------------------------------------------- --------------- 7 --- H.F. #2 4 X 6 OR LARGER ------------ ------------ ------------------------------------------- -------------- H.F. #2 6 X 6 OR LARGER ' GLUED -LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,700,000 PSI. ,,,.,,.. CARUSO TURLEY SCOTT, INC. Consulting Structural Engineers 2702 N. 44th Street, Suite 200 Phoenix, Arizona 85008 (602) 912-9120 (602) 912-9390 fax Job Name Quarry Job No. 97~589 Sheet No. 3 By LGL Date 10/97 i d ' ROOF LIVE LOAD: i I 30 PSF TOTAL DEAD LOAD 20 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSS AND PLYWOOD WEB JOIST SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA ' DESIGN LOADS ' ROOF DEAD LOADS: B.U. ROOF 15.0 PSF INSULATION 3.0 SHEATHING 2.5 FRAMING 4.0 CEILING 3.0 ! ' MISC. MECH:, & LGTN. 2.5 i d ' ROOF LIVE LOAD: i I 30 PSF TOTAL DEAD LOAD 20 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSS AND PLYWOOD WEB JOIST SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA . .... .... ........ ......... 7 -CARUSO TURLEY SCOTT, INC. Job NameQuarry Consulting Structural Engineers 2702 N. 44th Street, Suite 200 Job No. 97-589 Sheet No. 3A Phoenix, Arizona 85008 (602) 912-9120 (662) 912-9390 fax By LGL Date 10/97 DESIGN LOADS FLOOR DEAD LOADS: CONCRETE TOPPING 40 PSF FLR. CVR. 4.0 FRAMING 3.0 MISC. MECH.,.& LQTN. 3.0 50 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD:. 40 PSF (REDUCIBLE) . .... .... ........ ......... 7 • ��'aM► r.�6 . r , II 1 _- n ) ---------------------- ]E� ; 77 -- n_ y->� I - -- ` -- -- ---------------------------J II Cli II 1j II I; 1 II II I I - I ----------- a I1 II I II I -- I � I II I I II � I ---------------------� 1 _---------- II ' I - I ' :FM•r.o.;.^.....•..y.--t•.-......�,--_:":+i.^. ;r.we.�:rn......,_...._ :rT" - .:tl' :-(• CARUSO ' TURLEY SCOTT INC. consulting Job Name structural engineers Job No. 9 4 S2�,ct Sheet NoA B 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 85719 602-912-9120602-912-9390(FAX) 520-888 8 85008 Tucson, 555Arizona -9120 602-9 520-888-4240 (FAX) By LCA Date ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com Q � � L3 PA—�•to. = 30 � 3�— SSS' ' �sF LL = l L 'P5 ►--� 'Tyr " ai J:. � 3� '� T`,r�^ S L�� -- -' z to L9 ��= [Z ,F _- .._._.� __ �. A e;�:��.o wt ��•�I _ .:.-_... .deb .� .. �- � .. _ . --. . . -- ' •`♦':,+R: •:�"•lil S.T.• fl!'.if:. A'F.'.�^�;t; tt1Ab'S::Vt,J;1: •;fl)-^ _ •:1'^.Tl:+ — — ' quarry glbns.mcd Job No. 97-589 By: Igl 1/13/98 S BEAM - B2 1. L:=30 -ft DL :=30-psf LL :=16.psf TL :=DL+LL w A w:=TL.37ft w=871•plf G L „L RR R 2 w DL: DL- 37, ft+ 20-plf w DL = 575 -plf 2 7 7 - Glu Lam Beam Properties F b :=2400 -psi F V:= 155 -psi F: 1700000. psi C D:= 1.25 C .v :=.92 F:=F C C C t ,C y F' =2760 -psi b b D M v b CM:=1 Ct:=1 CH:=1 ' F'v:=FVCD-CM*Ct*CH - F'v=194-psi ' Shear Diagram Moment Diagram iuu x 8, 50 0 X(ft) X(ft) RL=13.1•k RR=13.1•k. Mmax =98•kft ' umax =13.1-k _____________________ L (� ' BEAM SELECTION t :=5.125 -in (beam thickness) A TL:= - 220 5 4,L. F. 384�I '0 TL =1.58 -in USE t = 5.125 -in x h = 24 -in GLIB _ 0 DL : = w DL 0 TL A DL -1.04 -in • Camber _ 1.5. A DL Camber = 1.566 -in " S = 426 -in' < S = 492 •in3 OK C vact -0.9 > C v.=0.92 Assumed OK Ceq – Beam'Stresses A req =101 •int < A =123 •int OK – fv=82.2% fb =86.6•% Ireq =5706 •in4 < I = 5904 -in4 OK — 1 , quarry, glbns.mcd Job No. 97-589 By: Igl 10/18/97 BEAM - B2 L:=8.ft DL :=30'psf LL :=16•psf TL :=DL+LL L ' w:=TL'15-ft+20'plf w=365•plf RL RR 2 w DL : = DL' 15. ft + 20' Of w DL = 245 -plf 2 ---------------------------------------------- Glu -Lam Beam Properties F b := 2400 -psi F v:=.155•psi E':= 1700000 -psi C D := 1.25 C v:=.92 F'b :=F b 'C D -C M 'C t 'C y b F' =2760 -psi C M:= 1 C t :=1 CH:=1 ' F'v:=FVCD-CM-Ct-CH - F'v=194 -psi ---------------------------- Shear Diagram Moment Diagram 4 C. 8 2 0 0 i x(ft) RL=1.5•k RR=1.5•k Mmax =2.9•k•ft • 1 i Vmax =1.5•k - BEAM SELECTION t:=5.125'in (beam thickness) L �� :_— 240 I' ---------------------------- i ATL=0.06•in TLA USE t=5.125 -in x h=9•in' GLB 384•E'•I DL ' = w DL 0 TL DL = 0.04 -in Camber : =1.5' A DL Camber = 0.064 -in i C =1.133 > C v =0.92 Assumed OK S= 13 -in < reg — S =69 •in3 OK , vact ! Beam Stresses A re =11 -int < q A = 46 -int OK r 4' fv=24.5•% f =18.3•% I req = 49 -in 4 < I = 311 -in 4 OK i 77 .. ... a . i .. .. : - _ .. ... Y,. .:. rte .:..:... ....:• : '- i:l':... - ' quarry glb1 pnds.mcd Job No. 94-589 By; igl N, 10/18/97 BEAM - B3 Mmax =3.8 -k -ft ' V = 2.4 •k L:=6.0 -ft a:=2.0 -ft max . ' DL:=30.psf LL: 16.psf TL:=DL+LL p1=Pty L BEAM SELECTION t:=5.125 -in (beam thickness)TL a := w : = TL• 20 ft w = 460 -Plf 240 2 S w e L4 L wDL=DL•20ft+20.plf wDL=320•plf RL RR 384.E'•I 2. 'ADL =wDL .0 TL 0 DL = 0.03 -in P 1 : 1500. lb P 1 =1500 -lb C vact =1.167 > C v = 0.92 Assumed OK Glu -Lam Beam Properties S =69 -in 3 O K ' Beam Stresses ' F b :=2400 -psi F v := 155 -psi E':= 1700000 -psi C D:= 1.25 C V:=.92 F'b:=FbCDCMCtCv F'b=2760 •psi CM:=1 _ Ct:=1 ' F'v:=F, CD•CM•Ct•CH - F'v=194-psi CH:=1 Shear Diagram Moment Diagram 4 C. 2 5 00 2 4 5 ' x(ft) x(ft) RL=2.4•k RR 1.88-k Mmax =3.8 -k -ft ' V = 2.4 •k max . ---------- L BEAM SELECTION t:=5.125 -in (beam thickness)TL := 240 S w e L4 ----------------_------------ A TL ' = 9 A TL = 0.05 -in USE t = 5.125 -in x h = 9 -in GLB 384.E'•I ---------------------------- 'ADL =wDL .0 TL 0 DL = 0.03 -in Camber : = 1.5 . A DL Camber = 0.049 -in C vact =1.167 > C v = 0.92 Assumed OK = 17 •in3 < S reg — S =69 -in 3 O K ' Beam Stresses A req =18 •in2 < — A = 46 •in2 OK — fv=39.9•0,lo fb=24.1•% ' Ireq = 49 •in4 < 1 =311 •in4 OK ,k glbns.mcd M_134�:-10ft L IDL := 30•psf Job No. 97-589 By: 191 LL 1= TL:=DL+LL 16Psf W: = TL. 20 . ft + 20• P1f =DL• 20.ft+ 20'pft w = 480 •plf W DL = 320 •p1f ernes C :=.92 Glu -Lam Beam Prop E :-1700000•psi C D :=1.25 v ' Fb:=2400•psi Fv:=155 psi C.M.-1 Ct:=1 Fib:=F VCD'CM.CtCv Ir 'C -C.-CH RPPRW 1 ' I ernes C :=.92 Glu -Lam Beam Prop E :-1700000•psi C D :=1.25 v ' Fb:=2400•psi Fv:=155 psi C.M.-1 Ct:=1 Fib:=F VCD'CM.CtCv Ir 'C -C.-CH 1 1 F�b= 27 H:=60 •ps1 C 1 F� v =194 -psi - x jt^, P„t Diagram ¢hear Diawam 10 X(ft) RL=2.4•k RR=2.4•k 0 V 0 ;:(ft) Mmax 6�kft V max = 2.4 •k ________________ L beam thickness) � TI' 240 BEAM SELECTION t :=5.125•in ( _ 5-w-00.2 -in 0 TL - 384•E'•1 TL WDLe _0.14•in A DL � = w 'ATL DL C vacs =1.108 > C v = 0.92 Assumed OK 1 %__. CfmccpS USE t = 5.125 *in x h = 9 'in GLB Camber -1.5 • A DL Camber = 0.204 -in 3 4 S = 69 •in3 OK S req = 26 • in A req =19 •int < A=46 -mi t OK 4 1 ' I 1 1 F�b= 27 H:=60 •ps1 C 1 F� v =194 -psi - x jt^, P„t Diagram ¢hear Diawam 10 X(ft) RL=2.4•k RR=2.4•k 0 V 0 ;:(ft) Mmax 6�kft V max = 2.4 •k ________________ L beam thickness) � TI' 240 BEAM SELECTION t :=5.125•in ( _ 5-w-00.2 -in 0 TL - 384•E'•1 TL WDLe _0.14•in A DL � = w 'ATL DL C vacs =1.108 > C v = 0.92 Assumed OK 1 %__. CfmccpS USE t = 5.125 *in x h = 9 'in GLB Camber -1.5 • A DL Camber = 0.204 -in 3 4 S = 69 •in3 OK S req = 26 • in A req =19 •int < A=46 -mi t OK Job No. 97-589 ssbnds.mcd BY: 191 10/18/97 B5 W 10-psf LL:= 20-psf TL:=DL+ LL L RL RR -+o-ft .-TL- 6ft (2 ) W 90 -pIf Sawn Beam Properties -DF#2 Fv �=95-psi E':= 1700000 -Psi CD:71-0 - C F:= 1.2 :=875 psi b. C -1 C F b -C D'C M -C t*C F Fb 1050 -psi CH. 1 F CD'F v 95 -psi c v M'C t*C H Moment Diagram Shear Diagram 0.6 0.5 0.4 0 0.2 1' 0 2 4 6 .4 L'= M max = 0.4 -k-ft V max =0.3 -k BEAM SELECTION thickness) (4x8 min.) 3.5 -in (beam qSE t 3.5 -in x h 7.25 -in BEAM (beam depth) An:= S re5•in 3 q < S 31 *m' 3 OK ' ' 240 . A req 4 •in2 < A 25 -m' 2 OK 5-w-00.01 -in TL TL384 4 req 5 m 4 OK ri ssbnds.mcd Job No. 97-589 By: Igl 10/18/97 :AM - B6 it 8 -ft w DL :=10•psf LL :=20•psf TL :=DL+LL �L 1 RL RR w:=TL. _1+2•ftl w=150-p1f Ad Sawn Beam Properties - DF #2 I 875 -psi F V:= 95 -psi E' :=1700000.psi C D :=1.0 C F :=1.2 b ' Fb,CD.CM.Ct.CF F'b=1050-psi CM'=1 Ct:=1 CH:=1 iFF.0CMCfCHv=95•psi . V, v D MomentDiagram i Shear Diagram ,.J C ! u , x(ft) x(ft) I! v.S Mmax 1.2•k•ft G C ! u , x(ft) x(ft) I! RL=0.6•k RR=0.6•k Mmax 1.2•k•ft V max = 0.6 •k iM SELECTION 13.5 -in (beam thickness) (4x8 min.) j h: = 7.25. in (beam depth) USE t = 3.5 -in x h=7.25 -in BEAM 3 TL S req = 14 •'n3 < S =31 -in OK 240 ! a A req = 9 •int < A = 25 -int OK 0�:= 5 wL ATL=0.07 -in 384 I req = 20 •ina < I='111 •ina OK C I rl ssbnds.mcd - B7 =13•ft := 10-psf LL :=20.psf w :=TL'��•ft+ 0•ft) Job No. 97-589 By: Igl W TL : = DL + LL J L W = 90 -plf RL RR slid Sawn Beam Properties - DF #2 b�875 -psi F v:=95•psi E' :=1700000•psi C D:=1.25 C F:=1.2 Fb.CD.CM.Ct.CF r"b=ljlj•psi -- CH:=1 '�:=FVCDCivLCtCH F'�=119 -psi Shear Diagram Moment Diagram 1 0.5 0 -0.51---- ' 10 5 x(fl) RL=0.6•k V max = 0.6 •k rM SELECTION t3.5 -in h:=7.25 -in �e = L �' 240 1V R R = 0.6 •k 81 0 15 0 5 10 15 X00 M max = 1.9 •k• ft 10/18/97 (4x8 min.) (beam thickness) (beam depth) USE t = 3.5 -in x h = 7.25 -in BEAM 3 3 1 Sreq =17 -in < S=31 -in OK ; A req =7 •int < A = 25 -int OK A TL = 0.31 -in - I req = 52 •in4 < I =111 •in4 OK _ i:• '�.. ..1; .S quarry ssbnds.mcd Job'No. 9M89 By`. Igl 10/18/97 BEAM - B8 ' L:= 12 -ft W DL :=10-psf LL :=20.psf TL :=DL+LL I L L R R w:=TL•(12•ft-i-2•ftl w=240j f L R 11 2 =Soli - Sawn Beam Properties - DF #2 ' Fb :=875 -psi FV:= 95 -Psi E':=1700000.psi C D :=1.25 . C F:= 1.2 F'b:=Fb-CD•CM'Ct'CF F'b=1313-psi CM:=1 Ct:=1 F' =F C C C C F'- 119 -psi CH• -1 V: v D' M. t' 14, v = ------------------------------------------------- Shear Diagram Moment Diagram 6 4 2 Ell 5 0 0 5 10 15 X(ft) X(ft) RL=1.4-k RR=1.4•k Mmax =4.3 -k -ft. V max =1.4 -k BEAM SELECTION (4x10 min.) t :=3.5•in (beam thickness) i h:=9.25 -in (beam depth) USE t = 3.5 -in x h=9.25 -in .BEAM TL 240 S = 39 •in < S = 50 -in 9 — OK 5-w-0 A req =18 -int < A = 32 •int OK -A TL: = 0 = 0.29 -in 384-F-1 TL i I req =110 -ina < 1= 231 -in4 OK i- i ,17777'75-..•,.1 . .... .... . i .._v...... ..... :.... ... .... ::: .. ....•. .. .. a .. .. :V" i'1 '. ;f^ S:i+:i }^. :I CARUSO TURLEY SCOTT INC. consulting Job Name structural engineers Job No. 1} 59�1 Sheet No. C2 } I 2702 North 44th Street. Suite 200 3430 North First Avenue; Suite 5 Phoenix. Arizona 85008 Tucson;- Arizona 85719 By Gam, `. Date 602-912.9120 602-912-9390(FAX) 520-888-8555. 520-888-4240(FAX) ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com 4we—\ t IJCf o r ST S tt v5 14 p�EP yUdd� C G� ►"� P ►� J N r �(� �+ C O r L t ►J Y=0 1 .�- Ste= Z2. �2 • Q. 1 ' V S I`f 0�.�,P Jots i 'S *4T L4" SES (� u►� �= otL 'tea r L 1 ►��o , i t t i .n�•I.M+nl(T..... v......�..... ...... ••.:: :.....•..rv.v...t'NI^ - - - i`Y / " 14" TJI®/25DF JOIST @ 24.0" o/c TJ -Beam- v5.00 -Serial Number: 707001117 TJ13EAMD 1001 10/18/97 1:23:07 PM Page 1 of 1 Build Code: 017 ' �T,HIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 A Member Slope: 3.5112 Roof Slope: 3.5112 . t .'18' All dimensions are horizontal. Conceptual LOADS: Analysis for JOIST MEMBER Supporting ROOF Application. Loads(psf): 20 Live at 125° duration, 30 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE / DEAD / TOTAL DETAIL OTHER 1 2x4 plate 3.50" 3.5" Left Face 360 / 562 / 922 Detail R1 SB Shear'Blocking 2 2x4 plate 3.50" 3.5" Right Face 360 / 5621922 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. ' DESIGN CONTROLS: - MAXIMUM DESIGN ALLOW. CONTROL LOCATION Shear(lb) 901 893 2138 Passed(421/6) LT. end Span 1 under Roof loading Reaction(lb) 901 901— 1950- Passed(46%) Bearing 1 under Roof loading Moment(ft-Ib) 3961 3961 6955 Passed(57%) MID Span 1 under Roof loading Live Defl.(in) 0.218 0.916 Passed(L/9994MID Span 1 under Roof loading Total Defl.(in) _ 0.559 1.221 Passed (U393)—MID Span 1 under Roof loading ' - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:L/24u, TL:U180). TIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished ire accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. • THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! -PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code USCialnal;zing the TJM Distribution product listed above: = Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - (Minimum cut length) = (Overall horizontal length) x 1.042 + 4 1/8" , t PROJECT INFORMATION .OPERATOR INFORMATION: Quarry Company Name 97-589 Operator Name Street Address I City, State, Zip Phone # Fax # —y4-4 Copyright O 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ.Beam-..1s a trademark of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. fill / J2 14" TJI®/25DF JOIST @ 24.0" o/c � S TJ-BeamTM v5.00 Serial -Number: 707001117 TJBEAMD 1001 10/18/97 1:24:02 PM Page 1 of 1 Build Code: 017 ' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 3.5112 Roof Slope: 3.5112 110 All dimensions are horizontal. 22' LOADS: Analysis for JOIST MEMBER Supporting ROOF Application. Loads(pso: 20 Live at 125% duration, 30 Dead' SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE / DEAD / TOTAL DETAIL OTHER 1 2x4 plate 3.50" 3.5" Left Face 440 / 687 / 1127 Detail R1 SB Shear 'Blocking 2 2x4 plate 3.50" 3.5" Right Face 440 / 687 /1127 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. ' DESIGN CONTROLS: - MAXIMUM DESIGN ALLOW. CONTROL LOCATION Shear(lb) 1106 1098 2138 Passed (51%)I -T. end Span 1 under Roof loading Reaction(lb) 1106 1106— 1950— Passed(57%) Bearing 1 under Roof loading Moment(ft-Ib) 5969 5969 6955 Passed(86%) MID Span 1 under Roof loading Live Defl.(in) 0.477 1.124 Passed(USIB MID Span 1 under Roof loading Total Defl.(in) 1.222, 1.499 Passed (U221) -MID Span 1 under Roof loading ' - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240. TUIJ180). Conceptual 3T, IONAL NOTES: MPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in -accordance with TJf:A product dcsign criteria and code accepted desigavalues. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed 4y a TJM Associate. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. + . - Alloweble Stress.Design methodology as` usad for Building Code.USC analyzing the TJM Distribution product listed above. - Bracing(Lu): All compression edges (top and bottom) must'be braced at 75" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - (Minimum cut length) _ (Overall horizontal length) x 1.042 + 4 1/8" ' PROJECT INFORMATION OPERATOR INFORMATION: Quarry Company Name 97-589 Operator Name 1 Street Address City, State, Zip r Phone # Fax # 'Copyright O 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA TJ)® Is a registered trademark of Trus Joist MacMillan. , ------------------------------ TJ -Beam- Is a trademark of Trus Joist MacMillan. � r ..tw`YS.ct.nnrr+aF:..�.....'— ....::::.....i�.y.�����,at} �..a�t�• 14" TJI®/25DF JOIST @ 24.0" o/c cTi_6.amTm v5.00 Serial Number: 707001117 TJBEAMD 1001 10/18/97 1:24:42 PM Page 1 of 1 Build Code: 017 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 3.5112 Roof Slope: 3.5112 ' 19' All dimensions are horizontal. Conceptual Live Defl.(in) 0.269 0.968 Passed(U864MID Span 1 under Roof loadin Total Defl.(in) 0.689 1.291 Passed (LJ337)-MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. '- Deflection Criteria: STANDARD(LL:U240, TL:U180). �TIONAL NOTES: IMPORTANTI The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This outPL,d has not been reviewed by a TJM Associate. -THIS ANALYSIS FOR TRUS,JOIST MacMILLAN PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJM Distribution product listed above. Bracing(Lu): All compression edges (top and bottom) must be, braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - (Minimum cut length) _ (Overall horizontal length) x 1.042 + 4 1/8" t PROJECT INFORMATION OPERATOR INFORMATION: Quarry Company Name 97-589 Operator Name Street Address City, State, Zip Phone # Fax # ------------------------------ 'Copyright O 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA TJ -Beam- Is a trademark of Trus Joist MacMillan. Tile is a registered trademark of Trus Joist MacMillan. us LOADS: 1 Analysis for JOIST MEMBER Supporting ROOF Application. Loads(psf): 20 Live at 125°,6 duration, 30 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) 1 1 2x4 plate WIDTH LENGTH JUSTIFICATION LIVE / DEAD / TOTAL DETAIL OTHER • 3.W' 3.5" Left Face 380 / 594 / 974 Detail R1 SB Shear Blocking 2 2x4 plate 3.50" 3.5" Right Face 380 / 594 / 974 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN ALLOW. CONTROL LOCATION Shear(lb) 952 944 2138 Passed(44°/6)LT. end Span 1 under Roof loading Reaction(lb) 952 952— 1950— Passed(49%) Bearing 1 under Roof loading Moment(ft-Ib) 4425 4425 6955 Pas6ed(64%) MID Span 1 under Roof loading Live Defl.(in) 0.269 0.968 Passed(U864MID Span 1 under Roof loadin Total Defl.(in) 0.689 1.291 Passed (LJ337)-MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. '- Deflection Criteria: STANDARD(LL:U240, TL:U180). �TIONAL NOTES: IMPORTANTI The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This outPL,d has not been reviewed by a TJM Associate. -THIS ANALYSIS FOR TRUS,JOIST MacMILLAN PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJM Distribution product listed above. Bracing(Lu): All compression edges (top and bottom) must be, braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - (Minimum cut length) _ (Overall horizontal length) x 1.042 + 4 1/8" t PROJECT INFORMATION OPERATOR INFORMATION: Quarry Company Name 97-589 Operator Name Street Address City, State, Zip Phone # Fax # ------------------------------ 'Copyright O 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA TJ -Beam- Is a trademark of Trus Joist MacMillan. Tile is a registered trademark of Trus Joist MacMillan. us Job Name Job No. G� Sheet No. 3430 North First Avenue, Suite 5 Tucson, Arizona 85719 520-888-8555 520-888-4240(FAX) By� —Date E-MAIL: ctstuc@aol.com - N ST�4 - ¢ ov`reC� TURLEYY r SCOTT INC. consulting F.. structural engineers 2702 North 44th Street, Suite 200 Phoenix, Arizona 85008 602-912-9120 602-912-9390(FAX) ' E-MAIL: ctsphx@aol.com Job Name Job No. G� Sheet No. 3430 North First Avenue, Suite 5 Tucson, Arizona 85719 520-888-8555 520-888-4240(FAX) By� —Date E-MAIL: ctstuc@aol.com - N ST�4 - ¢ ov`reC� B FORMLOK NORMAL WEIGHT CONCRETE (145 -Oct) DEPTH + 1 /a GALVANIZED OR PHOSPHATIZED/PAINTED • : " ISLAB t " l �. 4 or 0 7 WELDS LOWABLE SUPERIMPOSED LOADS (Lbs./Sq. Ft.), DIAPHRAGM SHEAR VALUES (q) (Lbs./L.F.) AND FLEXIBILITY FACTORS (F) ®� • NUMBER SPAN OF SPANS 1 TOTAL SLAB DEPTH DECK GAGE 8 CONCRETE WT. Psf 8 WT. Ds1 1 31/2 // 22 1.9 20 2.3 6'-0" 6'-6" I 7'-0' I 7'-6 I 8'-0" I 8'-6" I 9'-0" i 9'-6" 10'-0" 10'-6' 1 11'-0" 1 Q7 ! 1 1 232 1 199 ( 173 151 132 117 i 104 I 92 82 ' 74 66 2 261 228 202 ! 151 I 132117 I 104 I 92 82 74 I 66 3 261 I 228 202 151 132 117 104 1 92 I 82 I 74 66 F4 1825 1785 1755 1725 1700 1680 ; 1660 1640 1625 1610 1600 ! 46 47 48 48 49 II 50 50 51 51 I 52 q7 2035 1980 1935 1895 1855 1825 I 1800 I 1775 1750 I 1734 47 0 ! 1715 F7 .40 42 .4 111 1 I 275 I 240 ' 183 160 141 I 124 1110 98 I 88 79 ! 71 2 275 240 212 189 170 124 I 110 98 1 88 79 71 3 275 ! 240 212 189 170 124 110 98 88 79 71 q4 1890 1845 1805 1775 1745 I 1715 I 1695 I 1670 1655 1635 1620 F4 .40 I 41 42 42 ! 43 44 44 45 45 46 46 ! q7 2145 2080 2020 1975 I 1930 1 1895 I 1860 i 18340 1805 1 1780 ! 1760 43 F7 t �35r 17 Ig 4Q An_ 7 `I 122 I 108 97 1 9 6- ! 2.9 ! F4 q7 i 26 1 2860 l 2 j 298 1261 261 230 I 230 205 205 I 184 ' 167 152 I 108 I 97 I v! 78 30.5 18 3 q4 I 298 2045 i ! 261 1985 ; 230 1930 205 1885 I 184 1 1845 ! 167 ! 1810 152 1780 138 I 1750 127 172 87 1705 78 1685 112 2265 26 i 2.9 F4 7 32 2380 33 1 2295 34 ( 2220 35 I 2155 ! 35 i 2095 36 2050 37 I 2005 37 1965! 8 1930 38 1895 i 39 1 I 18657 1 R .19 .19 .20 97 28 IQ 0 ! 41 3 .24 IIA34 1 2 1 298 298 260 I 260 230 230 205 1 205 i 184 1 184 i 166 166 151 I 15 108 i 1 138 I 96 1 86 78 i 1 78 1 6 V 3 q4 298 2215 260 2140 230 2070 205 2015 184 1965 1 166 j 1920 i 1 i 1880 138 1845 1127 27 1815 186 1185 1 8 I 1760 1 3.5 F4 q7 26 2635 27 2525 28 2430 .29 2 30 2280 .30 2 I 31 2160 32 i 2110 I 32 2065 33 2025 33 1990 4 F7 .22 .23 .24 .25 26 1 .26 .27 28 .28 ! 29 .29 1 i 2 269 I 300 I 231 ! 266 I 200 I 175 175 I 15 135 135 120 ! 120 I 107 ( i 107 95 95 ! 85 85 i 76 76 22 3 q4 300 2065 1 66 2025 200 995 I 175 1965 19 0 153 5 1 1935 1 120 I 1900 I 1880 1 1865 95 1 ! 85 1850 76 1 1835 1.9 t F4 ! 7 40 I 2275 ! 41 22 41 r12170 42 12130 42 2095 1 43 2065 i 43 2035 1 44 2015 I 44 1990 45 1970 45 1950 ! I I i 3.Z- I g 40 40 ! 41 41 ! AO 4 j 144 1 127 ; 113 101 91 81� I 244 1 212 185 ! 163 ! 1 2 300 1 300 279 i 247 220 163 144 1. 127 f 113 101 1 91 81 20 3 ! q4 j 300% i 2 I 279 2085 247 2045 220 2010 163 • 1980 144 ! 1955 127 i 1930 j 113 ! 1910 1 101 1890 i 91 1875 81 I + 18460 1 I 3 i `r4 j q7 35 1 2385 ! 36 ! 2315 37 1 2260 37 2215 1 38 2170 38 2135 39 2100 39 2070 40 2045 2020 0 I 1995 F7 ! I 3__2A 35 .35- 36 .3,6_.` .37 _..31__L_3' ' 1 1 2 300 I 300 ! 300 i 300 266 266 237 I 237 178 ! 213 157 193 140 140 125 i 1 125 112 112 100 100 i 90 ; 90 ! 3 6.6 I 1 $ q4 300 ! 2285 300 2225 ! ; 266 i 2170 237 ! 2125 213 2085 1 193 1: 2050 ' 175 1 2020 160 1990 ' 112 1965 100 1945 90 1925 2.94 qq7 I 29 1 2620 I 29 2530 j 30 1 2460 ! 31 23952335 31. 32 - 2285 ; 32 2240 33 1 2205 33 2165 34 2135 34 ! 2105 F7 25_ 26_.27 ! 27.28 28 29 .31]�_30�31__ 31_- 1 2 300 300 i 300 ! 300 ! 265 265 j 236 1 236 212 212 192 192 138 174 1 123 ! 159 110 ; 110 99 99 89 89 1 3 300 i 2455 1{ 300 2375 265 2310 236 ! 2255 i 212 2205 192 2160 174 s 2120 159 2085 1 146 2055 135 2025 89 2000 I 3.5 q4 I F4 q7 24 I 2870 I 25 I 2765 25 2670 I 26 2590 ! 26 i 2520 27 2455 ! 27 i 2400 28 1 2350 i 28 2305 1 29 2265 29 i 2230 F7 .20 .21 .22 .22 I 23 .24 .24 .25 25 26 26 I 1 2 300 ! 300 265 1 300 1 229 229 ' 200 1 200 1 175 175 ! 155 155 ; 137 137 ! 122 1 122 109 ! 109 97 97 i 87 i 87 1 1 22 3 q4 I 300 2305 300 j 2265 229 2230 200 2205 175 2180 155 2155 137 i 2135 ? 122 i 2120 109 2105 97 2090 I 87 2075 1 1.9 F4 q7 ! 36 2510 36 j 2460 i 37 ! 2410 37 1 2370 i 38 1 2335 38 2305 ; 39 1 2275 39 2230 39 2230 39 2210 ; 40 1 219 ; F7 i .3 35 X129 8� i 93 _ 1 2 300 300 279 300 242 282 1 i 211 211 1 186 186 64 I 164 164 117 146 146 129 ' 116 116 103 103 I ! 93 1 /� 1/Z // 2U 3 1 q4 300 1 2370 300 2325 32 1 282 2285 i 33 1 252 2250 ! 33 186 2220 ! 34 164 2195 34 146 2170 i 35 i 129 2150 j 35 116 1 2130 ! 35 103 2115 36 93 2100 I ! 36 ! F L 2.3 ; F4 q7. ! 32 2620 2555 i 2500 i 2450 2410 2370 2340 2310 2280 1 2260 ' 2235 ! �o 70 70 st 3t '12_---•32 3- s3 31 34! i { 1 2 j 300 ! 300 300 300 300 300 231 j 272 203 244 180 220 159 159 142 1 142 127 127 114 114 103 i 103 42.7 1 8 8 1 3 ! q4 300 1 2525 300 ! 2460 1 300 12410 1 272 1 2365 ; 244 ! 2325 220 ! 2290 j 200 2260 142 i 2230 1 127 € 2205 114 2180 30 103 1 1 2160 I 30 6- ! 2.9 ! F4 q7 i 26 1 2860 26 2770 27 ! 2695 I 28 28 2B i 29 1 2630 2575 2525 2480 25 26 •26 29 2440 .27 ; 30 i 2405 2375 ! 2345 27 .27 F7 1 ! 2 .23 I 300 300 .24 300 300 .24 j 300 300 .25I 270 I 270 i 242 242 177-1-158 219 199 i 140 140 I 126 126 112 112 101 101 1 6 3 j q4 300 i 2695 300 12615 1 300 1 2550 270 ! 2495 242 ; 2445 219 199 1 2400 2360 182 2325 167 2295 112 2265 26 101 i 2240 26 3.5 ! F4 j j q7 22 ! 3110 22 ! 3000 23 2910 23 : 2830 24 2760 24 25 2695 ! 2640 25 2590 25 2545 2505 2470 F7 .19 .19 .20 .21 .21 .22 .22 .22 .23 .23 .24 ' 6 Si'.or;r19 required in s i3C8d arm. VERCO ::: f "lull 111f11 . ■v Llu'1- wnvn'� v ry I GALVANIZED OR PHOSPHATIZED/PAINTED DEPTH • ' 4 or • 7 WELDS ALLOWABLE SUPERIMPOSED LOADS (Lbs./Sq. Ft.), DIAPHRAGM SHEAR VALUES (q) (Lbs./L.F.) AND FLEXIBILITY FACTORS (F) ©� 1 „10rLrig 3^y;ljr9d in shared 3r?33. VERCO 7 ,+r :.r, Gi:. �....�.y..� :'1_, r1'%l r.t•'1!'1� ':f.. .. �Y•:Y'� .. NUMBER I SPAN TOTAL SLAB DEPTH OF SPANS j DECK GAGE • 16& CONCRETE WT. psf & WT. pst I F4 I ' 0" ; 6'-6" 7' 0" 7' 6" 8' 0" 8' 6" 9' 0" j 9'-6' 101-01 10-6- 11' 0 q' � I F 1 300 ! I 226 198 175 155 138 12 3 109 98 2 300 I 299 22 I 3 ! 300 ! 299 I 259 259 226 226 798 198 175 I 175 155 155 138 138 I 123 I 123 109 109 98 I 98 { q4 2540 2505 2470 2440 2415 i 2395 2375 2360 2345 2330 j 2315 1.9 F4 32 33 33 I 34 I 34 34 35 35 35 i i 35 36 5 " q7 2750 2695 F7 .30 ! .31 2650 .31 2610 .32 ! 2575 .32 ` 2545 ! .32 2515 .33 2490 .33 2470 I 33 2450 .34 ` 2430 1 .34 1 300 I 300 274 239 210 185 164 146 131 117 105 2 300 300 300 239 210 185 164 146 131 117 I •105 20 3 300 300 300 239 I 210 185 164 146 131 117 105 I 2629 ! 2529 25350 24300 2431 2435 2430 2330 2332 2355 2340 48.7 2.3 F4 q7 ( 2860 2795' 2740 2690 2650 2610 2580 2550• `2520 2495 2475 F7 ! .26 .27 .27 .28 .28 .29 .29 8 .30 .30 .30 1 1 300 300 300 260 ( 229 203 18 161 144 I 129 116 2 300 300 300 300 275 203 0 161 144 129_ ' 116 8 3 300 300 300 30.0. 275 249 180 161 144 129, 116 1 HOUR Fa 2724 2721 2625 ;2625 2525 2526 2426 2426 2422 2420 2420 I FIRE 2.9 I q7 3095. 1 3010 2935 2870 2815 2765 I 2720 2680 2645 I 2615 2585 F7 .21 I .22 .22 .23 1 .2 .24 .24 .24 1 .25 .25 .25 RATING I 1 300 300 300 200 178 158 142 127 74 1300 2 300 300 X300 273 247 225 158 142 127 c 16 I 3 300 300 x300 300 273 247 225 205 142 127 114 q4 2930 285 2790 273 2685 2640 2600 2565 2535 2505 2480 F4 20 21 22 22 22 23 23 23 23 3.5 I 3312 ! 218 3159 69 2995 29250 28800 2820 2725 2745 2705 F7 j I 300' 30060 f3 0 1 j 216 192 70 152 135 121 2 I ' 300 300 280 245 216 192 170 152 135 121 22 3/3230 300 00 280 245 I 216 192 170 152. 135 121 q43020 2980 2950 2920 2895 2875 2855 2835 2820 2805 2795 1 19F7 q7 26 3175 .26 i 3130 26 3090 .27 3055 I 27 3020 .27 2995 28 2970 28 2945 .28 2925 .28 2910 .28 j �2 1 300 1 300 ! 300 296 260 229 203 181 I 162 ' 144 I 1 .129 300 300 300 296 260 229 203 181 162 1 4. 129 20 3 �q4 300 I 300 1 300 293 260 I 229 1 203 181 162 I 144 I 129 3090 3040 3000 2970 l 2940 I 2910 2890 2865 2850 I. 2830 ( 2815 f F7 ! 26 .26 ( .26 26 .27 I 60.8 I 2.3 q 3340 I 3275 3220 I 3170 '26 ! 3125 3090 3055 3025 '.27 3000 x$752955 ! F7 .23 .23 .23 .24 .24• 24 .25. I 25 5 j %5 ! I 25 I I 1 I 300 300 300 . 300 283 I 251 223 199 178 159 143 300 300 00 300 3 251 223 19251 178 151 143 2 HOUR i 1 3 I 300 300 300 I 3240 3780 ! 3125 300 300I 3080 3040 3005 223 2975 199 2950 178 159 I 143 q4 F4 j 20 21 2920 2900 ` 2880 FIRE I .9 F7 .20 I 3499 3419 .21 21 3350 .22 3220 .22 3220 .22 3120 .22 3121 22 3020 .23 1 301 13518 I 132295 0 i 1 20 RATING 1 300 ! 300 I 300 i 300 ! 280 247 220 196 175 157 I 141 2 i 300 I 300 ! 300 I 300 300 I 247 220 196 175 I 157 I 141 3 300 300 300 16 q4 3410 I 3335 3265 300 ! 300 ! 3210 , 3160 300 I 3115 278 3080 196 3045 ( 175 157 3010 2985 I 141 2955 F4 17 1 17 18 18 18 19 19 19 19 20 20 i 3.5 q7 j 3830 i 3720 3625 3545 13475 3410 3355 3305 I 3260 3220 3185 F7 .15 .16 .16 .16 .17 .17 .17 I .18 i .18 .18 ! .16 1 „10rLrig 3^y;ljr9d in shared 3r?33. VERCO 7 ,+r :.r, Gi:. �....�.y..� :'1_, r1'%l r.t•'1!'1� ':f.. .. �Y•:Y'� .. 1 i 1 �.. .... ..................... . , 12 1 ...................... ................... ......... .... ......... =----- ------- ------ i--------------------- -------------- 1 1 ...::...:. TURLEY SCOTT INC. consulting structural Job Name r engineersp Job No. q-:� so 9 Sheet No. I o 2702 North 441h Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719. By Date I 602-912-9120 602.912-9390(FAX) 520488-8555 520-888-4240(FAX) ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com 12 K f. 5 V_j=_ P • 2� � � a— tra p ' L L 'r�> 02 ,,4 S K Z-8 1 ' w � .tea � . rr�,�, �o. � _ ZJ/Z � • "3 G� -{- ► c� L (Ll1 � 4 c O `� t -i:. I' i3 L2-%:, ►. + /Z1Z. I_ o. JCC o Z I-VL*r. LE JE.� o ��� l►V� l_dt�p _ 34.SF l t O • •vim � I•Z�Z.� � SSE co�p` g-vN 1140 i •S V24. �9 r•U� — i r ' quarry rfbm.mcd 97-589 Igl 10/18/97 floor framing beams N % / B1 L :=23.0•.ft E:= 29. 106 .lb wd :=50•psf in Wd :=11•ft•wd wl :=40•psf 1 2 kip \ Wd = 275 -plf Fy : = 50 . 2 Wl :-'11 ft wl 2 ' Wl = 220 -plf Wt := Wd + Wl Wt = 495 -plf ' a W 5 L. 12• � jn�4 5 (L 12 12•in ft in 1 12•inft,11 Itl . ft ft ' L• 12• in L. 12• in 384•E• - 384•E• 240 360 It1= 93.455 -ina I11= 62.303 -ina 1.2•Wd+ 1.6•Wl Wn. � 0.9. ' Wn = 0.758 -kIf Mn : = Wn LZ Mn = 50.108 -ft. kip 8 j Mn. 12in 1 Zreqd : = ft Zreqd =12.026 •in3 I Fy, USE W 12X19 min. On, Z= 24.7 in^3 1=130 in^4 ir': •:- 2r� quarry rfbm.mcd 97-589 Igl 10/18/97 floor framing beams / B2 ` L:= 23.0-ft E:= 29.106• lb wd := 50•psf in 2 Wd :=11• ft•wd + 400-plf wl := 34'psf 2 kip Fy : = 50' Wd = 675 •plf int ' ft Wl :=11--- wl+ 170•plf 2 Wl = 357 -plf . Wt := Wd + WI Wt =1.032.103 -plf ' ' 5. Wt �L-12 in5•Wl•1L• �,4 a 12• ui 12. in ft 12• in ft ft ft L. 12• in L. 12• in 384•E• ft 384-E- 8 240 360 T-/.1 00 142- (►J� i Id 194.84 •in4 I11=101.101 •in4 ' ' 1.2•Wd+ 1.6. VA Wn. 0.9 '. Wn =1.535 •k1f Mn := Wn L2 Mn =101.48 •ft•kip ! 8 Mn. 12• in Zreqd := ft Zregd =24.355 •in3. Fy ., USE W 12X26 min. 2 x 9 Z= 37.2 in^3 1=204 in^4 . • .� TIXi^:PrFfR^�'N!9r:+aassz:.Vr•••,•m»ra ....••..:,e;r•••.;•, ••�••Ixrr�:�r-::�•••;,•••.rav- — ,.. .. t .....S.:.Y .:.. .....•7.... ... ... ... 1, i. .... ,.., ., ......o .. ,.. r. .. _,,... r., '.r''. URLEY ' SCOTT SCOTT INC. S�c4O . . . F consulting structural Job Name a engineers Job No. Sheet No.? -c> 2702 North 44th Street, Suite 200 Phoenix, Arizona 85008 3430 North First Avenue, Suite 5 Tucson, Arizona 85719 By t-(;� 1 _ Date ' 602-912-9120 602-912-9390(FAX) E-MAIL: ctsphx@aoLcom 520-888-8555 520-888-4240(FAX) E-MAIL: ctstuc@aol.com F L CX51, FL -t 4-% 1 Qr'1 C_ c ' S 'f' C7 t • 1Y ` Gca� s4 . S�c4O . . . a 3430 North First Avenue, Suite 5 Tucson, Arizona 85719 520-888-8555 520-888-4240(FAX) E-MAIL: ctstuc@aol.com 8 . c c> 0, ' _ .... .. .. C.O fin r1-E�r Z'►°'�`� �- Job Name Job No. 97Sheet No. 20(�> By Date UaKUJU ' TURLEY SCOTT INC. consulting t structural engineer's 2702 North 44th Street, Suite 200 Phoenix, Arizona 85008 602-912-9120 602-912-9390(FAX) ' E-MAIL: ctsphx@aol.com 3430 North First Avenue, Suite 5 Tucson, Arizona 85719 520-888-8555 520-888-4240(FAX) E-MAIL: ctstuc@aol.com 8 . c c> 0, ' _ .... .. .. C.O fin r1-E�r Z'►°'�`� �- Job Name Job No. 97Sheet No. 20(�> By Date ' CARUSO TURLEY SCOTT, INC t II� Camullinq Structural Englneer3 Z ` ALLOWABLE WOOD COLUMN POST LOADS 1 r 1 2 X 41 3 X 4I 4 X 4 2X b I 3 X 6 14. X 6 I6 X 6 2 X 8 4 X 8 6 X 818 1 X 8 XO4I Z-rwa 2 X081 Fc 1 925 1 925 1 925 11000 11050 11050 11050 11050 11000 11050 11050 1105 1000 Ex1O 1.5 1 1.5 1 1.5 1 1.7 1 1.7 1 1.7 1 1.7 1 1.7 I 1.6 I t. 1.7 1.7 110000 10 I 1.6 AREA 15.250 1 10.5001 8.750 1 12,15EI 8.25 1 16-50 1 13.75 1 19.25 1 30.25 1 10.88 1 21.76 1 25.38 39.88 .57-561 13157 1 234 15234 18.305 18153 116306 113597 -9'2 79036 128436 111199 122398 26136 39706 5156-L I 8'-0"1- --12670 12570 18305 - I T-8 1 4756113050 28436 I- -- 10832 17202 37483 515641 r 599 1399 I 599 I i 73 988 1 9881 988 988 I 940 I _t 030 I 10 01 1030 981 981 1 12481_1 5962 1 5T 35 16561 1861 115722 113091 18326 12734-4111066_1_L2132 1 258321 38_643150933 9"-0 -- ..046 12710 16501_+_ -- i 6493 • x3756 _l -95-n-93�T �Sj�j - - -1 - - - - 10311 273.74!-- _ - - 85391136o1 L36047 509331 I yi-25-11727,.I' no9r I 3337- 4541 t01�1�018 1 70�r 9691 969-1 2010 5020 ! 3350 15315 17535 I1 .,870 112385 1 i 325 1 25821 j 10887 133_52 217651 254001 38000150092 10.-0"i -- -' 2953 -I 11709 ! 5 15 1--- T25-91 304-i 125821 I--- 69341 11013 1.34-0531 500921 r 353 1 '83 ?83 ! _34 1 307 I 901 I 901 i_ 301 g54i- 1 p01( i 001 I t 001 I 955 I 9531 11661 1_322 12_58 15392 1636_0 11372011143) I15997123765110632121264124807137127 489361 i-- - 5 i----------- tl'-0'C---;24--Ll i 392 I -- _! 1347------_0902 12 3765 1---- X7291 9110731342 - - - 689361 ! 316 IZ?o i76 -359 i 3� 1 33 t ,332 33 I 97 (- 978 9781 931 931- 1 1395 12792 ' 2326 13691 '16109 !12218 110182 115245 1 1065 17 0304 206081 240561 35983 67511 r---;--------'-----------2-----1--------1-- 12'-0'1_----' lost 1 ----� 3631-1- _- 12652•- = -•_ 800 I X0§51--_ _� 4815 7638/2760 _L757 1� ! "'56 766 ! =5a I 3o1 i 7i1 I 751 I 751 I 75i1I 6 1 9581 948 9481 902 902 11189 12.178 i1982 13155 :52=0 '00460 1.3717112203 I----1----1= -- -7------•-- 1180691 9883 _5947 118059 T----- 19766123066134_514145519 I_ ---I 65141 23805145519 -- i 227 I ?27 1 =3i 1 2-57-1-53-4. 6361 0'341 - 6341 °971 9091 9091 9098601 d6iil 11025 12050 11709 12712 14510 90201 7516 1105M1155621 9354118708121832132564143049 72 712 �_=-!-_-_-_-I---- I.1MoL l- -=1 - --i Eii18T20496 Azff -r i95119� 221 1347 1 5477- 547 _i251 5491 514 I 3b01 8601 8601 8191 879 ! 1 1 -13928 1 78561 65471 9-1-63-111133555_c6LI-8_69_ 7 3037214005 - - - - -- 3 1 - -! -77-6 _6 -76I �11-73941203001 -_-- ----I17864140053 __00_1 _792_ _62 r 17' - I 5008001 1 69061 57541_80_47111915 1 7896 115792 118422127573136321 _1_<53 16'-o"(- - - - - I - - - 1---- I-- -1- - -1- - - - - -1-=18 -= 11915 T-----------I--:-El_5711 -177, 1 30321 (- f I 1 518 1 518 , 1787 I 726 726 I 7261 -a- 9-1 691 I _ I I 13058 1 6116 1_50971 -1--------'---------_ 17"-O' r ! F 712L10554-1 7005 -__------_- 110554 1--- i 14010 1 163421 24175 _ _ _- -x_3916 X2011 -32011 _ _1----1----I---- - -I- - I - 1 - 1 'i0 1 -370 i 370 1 37Q I 249 T- 044 _---j o5� lI &4ii 6091 009 I I I i 12728 1 5456/1547 ' 6353 1 9414 1 624.-81124-96 1_- - 18'-o'l- - 1 ---! --I - --1I- 9414 1 14591121563 1283841 _- _- _-1 - -1 1---- - - - -409 1 112 I 2838 4 i i 1 331 I 231 I 331 I 351 1 311 I 575 _- 3751 5751 -5 aa 540 1 I 2448 1 5896 1 4081 !_5717 1 8449 1 5808 - - - -1- 11216 11309411935-3 255091 -- I - -1- -- t_--- I 84<9 ---- L--1-- ---- ---- 111923 12550911 -- I --1 -� I 297T- 2971 2971 23�I 5161-518516 I 451 685 1 4.420 1 2683 1 X159 1 /8261 5061 10122 111799 1174-66 2.3.022 , _12210 20'-0 1 -L --_ - - i 6 L-- - - - 1 ===I - - - - - -_---I 10049 20221 - - - - - - -1 - - 1 1 1-28-9 1 2591 269 2591 23'11 J4 1;57 1657- 4,Tg -4-3a 1 _ _ 1 _ _12004 I 5.008 1 3340 4678 1 6917 4591 1_9182 107081 15842 •208671 1107081158 21'-O" ! _ I _ _ 1----i---- C - -'- - - - - -i -1 - 1 69171--- ----' - - --1-__-1 9131 - - _ 20867 _ I I I 1 24.3 253 I 243 243'1 229 I 422 522 4221 397 3971 1 1 1 36521 304->• 42541 6.3021 4183 8-00 1 97691 14435I 19028 1 22'-o_---1- - - _ _ _ _11826 - - I -1 a302t9o291 i1221 I 221 l- 221 1208 I -28-5 8S _ 3851 3857 3621 262, I I I I I I I 122501 15001 52531 776,31102501 - --- - 3o'-oT1- - i = -----'------------= r I i 1 1 I I I I I 207 1 2071-i-7 195 07 -195 - 1. VALUES CIVLA4 ARE FOR AXIAL LOAOINC ONLY. 2. NO STRESS INCREASE FOR ROOF OR WINO HAVE 3E_.V APPLIED. i ! 3. VALUES USED FOR Fc ANO E ARE FOR OOUCF R 32. RE=_.R TO STANOARO G.S.N. FOR VALUES. 4. FOR REDUC1,10N OF VALUES OF 3UILT-UP ME.MBE?S. RE.=Zjj TO PC. 5.124 IN -iHE i1U8 .R CCNS7RUC'iCN MANUAL(AITC) 5. I ��? ALLCWABL.L 'WEN UNBRACED IN MAJCR AXIS ONLY. TURLEY SCOTT INC. consulting structural engineers 2702 North 44th Street, Suite 200 3430 North First Avenue. Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85119 By � Date 602-912-9120 602-912.9390(FAX) 520-888-8555 520.888-4240(FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com Is Job Name Job No. Sheet N Y, I 4 Tt> :S T" TZ-T--- A-Q 11.1 ""Z' Irk -4:-fl— V -r Ph. V'- Cpti� C._fL-4-Tr-- r ob- cz, I a .. .................. CARUSO TURLEY SCOTT INC. consulting structural Job Name t engineers Job No. `'I - - S'$ Sheet No. 2A 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson: Arizona 85719 By !L Date 602-912.9120 602-912-9390(FAX) 520-888-8555 520.888-4240(FAX) ' E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com ' (A P C, h-n 14, t M C, 'rill ' _ o ��� + z C,btvt2�j ,: , I (( CARUSO ' TURLEY SCOTT INC. consulting Job Name structural engineers Job No. `� —S-9 Sheet No. V- III 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By LG [ Date ' 602.912-9120 602-912-9390(FAX) 520-888-8555 520.888-4240(FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com L ' "D i f� ►a-t�.e�, ►mac N � S � t 4� lsr-tlG rqv ll�S Y It,)s9M'r.—"icz0, C- f4-0 aA J.g 1 3, kCt ►.�q CZc��tNS L� 1 �5��'Ro�J _r / . a L � GLI s' �-- t -x- %,c W t tet+ 7TY (� t G:.i4 1 i i 1 I) CARUSO TURLEY SCOTT INC. consulting structural Job Name ' engineers Job No. - S8 Sheet No. V_ 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 By Date 602-912.9120 602-912-9390(FAX) 520.888-8555 520-888-4240(FAX) ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc®aol.com ' 'pI*-z)lA t� S iJi R �Tl otJ . c t M F = X7- W = . PBZ--� p� ►�3 C- 1 1F 1 Sr �q A_sjS I iJ S'PF— C -'-ICL p pprtj� So l,.7 C i.-� r'. -o 'yn. _ q 34 ' 'r/ Pt c, ►y L A-T'T`Y : ..I« .... ..... ....................::.i.;rr:.•pit.......:wn-1.•::'^:::rxt[:Tx.:i^i:..,.Y..:'.:2,-r...n.vr+w.!'�+-�w:!.. i�...r.:..:. .n-�+�e.ipeVr.+TF.:... +i([r, /::: roihf�.. 1.....91). .... I .:::....... ... ........... ... .... ...5 �.:T•v. - - ::t:• CARUSO 1 TURLEY SCOTT INC. consulting structural Job Name 1 — engineers Job No. 17 SIFO Sheet No. 2� 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 By �� T L— Date 1 602-912.9120 602.912-9390(FAX) 520-888-8555 520-888-4240(FAX) E-MAIL: ctsphx8'aol.com E-MAIL: ctstuc®aol.com 1 1. P.T�iu�-L. pr.x�L.�F s ► S �A c ! N %S I ' , ' C t¢orti D q�><(�` �-� . "�'�+ "r/P . /�'� i��t�-v-►x.1.3 j 1 J i . , .� ►�`� ova ttir.� S I S Q �. `Ti v NJ ,1 1 ,1 ' TURLEY SCOTT . INC. consulting structural Job Name t engineers 2 —S Job No. �`� Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By Ct (_ Date ' 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) _ '( E-MAIL: cisphx®aol.com E-MAIL: ctstuc®aol.com ' b 14P . SZ' - t.- ST t �L� �Tto ►.� ' I , � � tip , � ov � w s -g�c I � as' LTt o � � �•+- ^,�7 ' Cis �.. • �'� '' c. 'p �, Y w . �+ �Y P , �<�rP• L. t -{..w, �- ,�T- I , LAKUIV ' i TURLEY SCOTT INC. 14- consulting structural Job Name engineers Job No. Sheet No. 29_ 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 II By Date 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) —� E-MAIL: ctsphx®aol.com E-MAIL: ctstuc®aol.com D ' Cotr_� �fl( V -- tcest- ' v-- ,- /g - 9 1 Y, T--;' 'j-4 ' V,- S Sc r s ►�-� c c -. 1115 LlN��oc,s Y - 191 .3 a /2 ZIS C rt-0 i C T 3 F_' i CARUSO i� TURLEY I �Ir SCOTT ' INC. Job Name consulting U - Sheet No. structural �— engineers Job No. q� `1II 3430 Noah First Avehue, Suite 5 ' Date �- 2702 North 44th Street. suite 200 Tucson. Arizona 85719 By I Phoenix. Arizona 85008 520.888.8555 520.888.4240 (FAX) . 602-912.9120 602-912 9390 (FAX) E-MAIL: ctstuc@aol.com ' E-MAIL: ctsphxdaol.com U �u titJ S �� l ►JSP RorJ L V-_ 1Q,Z..4�t�t � � ��� w � •Tl -l• `rte � • %r�'=�:L:;- ova rwS -TI-` c 1 �$ t W� C4 vim. N.0 S -4- 4' ' - ► � � L .� . � -,-r-4 �Y�'t ct'- L f�.`"'6Y`-L!�^ �-'ten' $t ro r . s.. .. .... .. .: ....... J' r ... ......•..ra..... ... ti, ....fit . ... ... ......... .. .. v _. '-. .::: . ... �I: ' — '1''V CARUSO ' TURLEY SCOTT INC. consulting Job Name structural engineers Job No. �� Sheet No. P' 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix602 912-91Arizona 20602-912-9390 (FAX) 520-888 8555 Arizona 520- 888-4240 (FAX) BY �� Date ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com t c Rase I�o►L� ' _ - .. ' s � E '9�=-�.'-�. �> .°� �� Poi' � • t Nuc?• _ e :7"f]^!q•H*a::�n�„^.1����..... T.:r�.rax:a:bs-Cs::rra,::r...,.».,..,,.,'7;^,I:,.,i. ;>�••:: n,•xm•:wrn.:.y„: s..�. .n+a,a ••vrr.•_'i?.. _ - ...._ , TURLEY SCOTT INC. consulting structural Job Name engineers Job No. 94 - S -R9' Sheet No. 2702 North 441h Street. Suite 200 3430 North First Avenue, Suite 5 1 Phoenix. Arizona 85008 Tucson, Arizona 85719 By [c� t Date 602-912-9120 602-912-9390(FAX) E-MAIL: ctsphx@aol.com 520-888-8555 520.888-4240(FAX) E-MAIL: ctstuc@aol.com L S S I. - 1 8� AI Nt 4%r o 8 � rr, ..� �., ern 8 C O � � � � I Z« o'. C.. � l+i� L� - �'-Y $ . � w r f�-'t�.c...e-�•� I-;�T , f�e5) M.0. -qo ' i w^`L • < io�� s1 = �+ ►� �Z = 1 '• l9S-E s ► n� Sc>rJ �( Si 1 Sri Rt�.� ® ►J� 0 Ora I I I ' f r i ' . t I III CARUSO TURLEY SCOTT INC. consulting. Job Name _ - structural engineers 10 Job No. 9� s8`� . Sheet No. II 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Tucson, Aiizon"a 85719 By ` Date 1 Phoenix. Arizona 85008 II 602.912-9120 '602-912-93,90(FAX) E-MAIL: ctsphx@aol.com 520-888-8555 520-888-4240 (FAX) E-MAIL: ctstuc@aol.com p.rJaLYSt s S tk+i=cam.. w a�.l.S �, :pro 1 i.2 Z. Cit 13� . j u S� S r ,-� p �,� � � � 'Z3 S�n� � � ►gip 1ff i12« C-- -� t `ID v_ �r 71� 1r=ti t IL 1 i.2 j u S� S r ,-� p �,� � � � 'Z3 S�n� � � ►gip '�0�3� �r 71� 1r=ti JQ I -J, I CARUSO TURLEY . SCOTT INC. consulting al Job Name structural engineers Job No. 1 -8 Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By L� �— Date 602.912-9120 602-912-9390(FAX) 520-888-8555 520.888-4240(FAX) ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com *r— 04— %..1 Lit. -;>-Y C. H%o-c �_ zl L? s r S r r l P Sca�.a L a STILYaP `i4T [ iLt v �.f--ev - ►-1 7gEw.r� c nJ �J AT �r�Z' C-0 t,` tiv-�z 1 1 1 1 i CARUSO I II��I TURLEY 1 SCOTT INC. Job Name consulting structural b No. �� - X89 Sheet No. 1 engineers 2702 North 44th Suite 200 ,,eel JO 3430 North First Avenue, Suite 5 B Date �-- III S. Tucson. Arizona 85719 y I Phoenix. Arizona 85008 520 888 8 602-912 120 602 555 520-888-4240(FAX) 9 912 9390 (FAX) E-MAIL: ctstuc@aol.com 1 E-MAIL: ctsDhxdaol.com k + 3 (t3 = 3 • �'� .� Ste• � '� �' `f - _ _ F1 �T t Vt-/o �1 J< S..-ipt�ti 1 1 . 1 1 ..........::.... III CARUSO ' TURLEY SCOTT INC. consulting structural Job Name engineers r Job No. Sheet No. : • 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By (-y L Date 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888.4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com L tfl"- -4'.-"'j I LLS) C�j� . T F -T r v5� PSoNp+�Z� C- 'Z qo �. �''� = 33•-3 Tr+/,, SC33.3� -1 0 t o ®' l•.�i�..vti �..>0 S1'c1O, Ilvr.1�.•.`Tf'lJ......-. �'l.l.�•.m ...1-.�w.rl'Nt ..... r.-.............,. r . f......... ............ J'... i..... .. .... i CAR USO ' TURLEY SCOTT INC. consulting structural Job Name engineers • 'Job No, G1' � 5�9 Sheet No. ' 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By. (� C- Date ' 602-912-9120 602-'912-9390 (FAX) 520.888-8555 520-888-4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuc®aol.com $� �{tr i F/Z 1- Z o.r� 3G0 �bor I�d�2CJo���/21 S L ;.1 1 __::�_ 'CARUSO TURLEY . SCOTT INC. . - consulting - structural Job Name engineers Job No. �� Sheet No. 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By Date 602-912-9120 602-912-9390(FAX) 520-888.8555 520-888-4240(FAX) ' E-MAIL: cisphx@aol.com E-MAIL: ctstuc@aol.com J S� i f'toT J loco\ C14ia i �5 Srrlpsoti t `Z3 , 224 �• �-Z LC-5-0 f uS� PrP, +�oYf{ S t CES I i ' - s�T - 2q • 3 - _ i a�1 _ot hoc 2%2. C3�� YL I, C7 G 1 L,- &A- cj C l O> i' • I....:y�o-'b:-:• •..: -::: 5, xrr .+......n'..w..:...:x>'r(.':.n.•v....:..............w.......-...;.m...._..�.....-_........ _ _ _ CARUSO III TURLEY 1 SCOTT INC. consulting Job Name structural .. �$ engineers Job No. Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By C—q L Date 602.912-9120 602-912-9390 (FAX) 520-888-8555 520.888-4240(FAX) ' E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com ' L P�-s�c— A�vowt� L S S E•t•L.�.I'` WI�IL,,,S 10 Q \ s� 4 = �3 L -26c'`— 1 MIT 1 ��.C ZC- 6-3 a'�1FlL i r"�Z.-... 5�•.3, �ctl0 = �•� L — VSA Sr�pX-0 �At� IM A. ' F Gln = o a� k (_� K a.NS V tr. 2 - K < 3� �.r1 "�-`�o►.�S &- w Ate` R�-v�S _ F o • q G t . o,. , . ,vu^r .. e.tw ... ...... T*v y. ,_...... .. •... �'n ....... ._:. _...�......�•.�:,.... pry:: _. . r�nwe' iT'•,•R...rtwFlh'n- •...,.n. h..t,..y.,•i>•.}. y.�q.:.......,..�.n.•.,,r• .•:: .• s.'.. ....,.:.r....._ -.{:: �1i.+ ?1.; ' TURLEY SCOTT INC. consulting structural Job Name ' engineers — sF Job NO. q� Sheet No. 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 II Phoenix. Arizona 85008 Tucson, Arizona 85719 By C! •` Date 602-912-9120 602.912-9390(FAX) 520-888.8555 ,520.888-4240(FAX) E-MAIL: cisphx@aol.com E-MAIL: ctstuc®aol.com L a.T��.t� +�.vs�.�.1�• 5� S S Z v�.�.`S . '. ► Z, � _ lam" 13� .. 5 E �S � � N P - �'-��•�--� � •`rte 3 t— Z JL is 2 3, S 1 L 1 8aZ I�I! CARUSO II TURLEY ' SCOTT INC. consulting F,. structural Job Name ' engineers o Job No. 9 7' - S�� Sheet No. 2702 North 441h Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719 By LCa L Date 602-912-9120 602-912-9390(FAX) 520.888-8555 520-888-4240 (FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com L rd'+v A -0 --me S t. S 5 o -n, w au -S vs� Wig' -may t.yr g C- d4 Q. 1 `"`qT , ' fL,F u s S L r -e p- ..... F .J...... .1 . ... ..... .... r:�:.•:;1..._:...:....................r:....-.. .;tri--.. CARUSO TURLEY ' SCOTT INC. consulting Job Name structural engineers Job No. Sheet No. 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 BY Date 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc®aol.com ovtS gy t N� o EcT.o .J g X43) / 3 CARUSO ' TURLEY SCOTT INC. consulting Job Name structural engineers Job No. '�4 - sg5 Sheet No. 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) By 6 L Date 1 E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com 1 no =. —. I II O ice` 17 1 n 1 ' Title : &qw Job # Dsgnr: Date: Description Scope: Rev: W460, Rigid Diaphragm Torsional Analysis Page 1 - Description QUARRY 97-589 General Information Y -Y Axis Shear 19.40 k Min. X Axis Ecc 5.00 % X Axis Center of Mass 26.00 ft X -X Axis Shear 19.40 k Min. Y Axis Ecc 5.00 % Y Axis Center of Mass '14.00 ft ...Shears are applied on each axis separately Max X Dimension ' 48.00ft Max Y Dimension 24.00ft Wall Data _ Forces Due to Y -Y Shear Forces Due to X -X Shear Govern Ecc. Di-ect Shear Toial Shear Govern Ecc. Direct Shear Total Shear Final. Max. Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E k in ft ft ft ft deg CCW Fixity 2.9 1 8.000 13.000 9.000 0.000 16.000 90.0 Fix -Fix 1.0 2 8.000 18.000 9.000 9.000 22.000 0.0 Fix -Fix 1.0 3 8.000 18.000 9.000 9.000 9.500 0.0 Fix -Fix 1.0 4 8.000 6.000 9.000 18.000 19.000 90.0 Fix -Fix 1.0 5 8.000 14.000 9.000 18.000 7.000 90.0 Fix -Fix 1.0 6 12.000 1.000 9.000 19.000 0.000 90.0 Fix -Fix 1.0 7 12.000 1.000 9.000 28.000 0.000 90.0 Fix -Fix 1.0 8 12.000 1.000 9.000 37.000 0.000 90.0 Fix -Fix 1.0 9 12.000 1.000 9.000 46.000 0.000 90.0 Fix -Fix 1.0 10 8.000 30.000 9.000 33.000 22.000 0.0 Fix -Fix 1.0 11 8.000 24.000 9.000 48.000 12.000 90.0 Fix -Fix 1.0 Calculated Wall Forces Ei (c) 1983-97 ENERCALC h:\eng0l\enercalcVaq.ecw:Calculations KW -060624, Ver 5.0.4, 10 -Dec -1997, Win32 _ Forces Due to Y -Y Shear Forces Due to X -X Shear Govern Ecc. Di-ect Shear Toial Shear Govern Ecc. Direct Shear Total Shear Final. Max. or Max Torsion To Wall for Max Torsion To Wall Wall Shear LLabel ft y_ ; _ k_ ft k k k y� 1 -0.505 2.3 2.4 -0.314 -1.6 -1.6 2.9 2 -0.505 2.5 2.6 -0.314 -3.0 -3.0 4.0 3 -0.505 2.5 2.6 -2.714 -3.0 42 4.1 4 -0.505 0.7 0.7 -0.314 -0.7 -0.7 1.0 5 -0.505 2.5 2.5. -2.714 -1.7 -1.9 3.1 6 -0.505 0.0 0.0 -2.714 -0.2 -0.3 0.3 7 4.295 0.0 0.0. -2.714 -0.2 -0.3 0.3 8 4.295 0.0 0.0 -2.714 -0.2 -0.3 0.3 9 4.295 0.0 0.0 -2.714 -0.2 -0.3 0.3 10 4.295 4.2 4.7 -0.314 -5.3 -5.3 7.1 11 4.295 4.7 6.1 -2.714 -3.0 -3.1 6.9 Summary X Distance to Center of Rigidity 24.105 ft Controlling Eccentricities & Forces from Applied Y -Y Shear Y Distance to Center of Rigidity 15.514 ft Xcm + .05*Max-X - X-cr = 4.295 ft . Torsion= 83.33 k -ft Xcm - .05*Max-X - X-cr = -0.505 ft Torsion = -9.79 k -ft X Accidental Eccentricity 2.400 ft Controlling Eccentricities & Forces from Applied X -X Shear Y Accidental Eccentricity. 1.200 ft Ycm + .05*Max-Y - Y-cr = -0.314 ft Torsion = -6.10 k -ft Ycm - .05*Max-Y - Y-cr = -2.714 ft Torsion = -52.66 k -ft Ei (c) 1983-97 ENERCALC h:\eng0l\enercalcVaq.ecw:Calculations KW -060624, Ver 5.0.4, 10 -Dec -1997, Win32 CARUSO TURLEY SCOTT INC. consulting structural Job Name engineers Job No. 7- S'S � Sheet No. 40D 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 1 Phoenix, Arizona 85008 602-912-9120 602-912-9390(FAX) E-MAIL: ctsphx@aol.com Tucson, Arizona 85719 520-888-8555 520-888-4240(FAX) E-MAIL: ctstuc@aol.com BY Date Q '.Lvfkro .T(_1 2 civ coy . Oc7� )-iz-9 ` �`� �T`� . G�k �< f< �` )c '• S Z�� ..DTZ.( 1 Z�o.4�> _ o �o�Npva-nom ; .,.. •.:.. �.. ', ..:...:::::........ . r o a II 'I I� ii ii ... . ii8 it : ii '�I J II I I ii .. ..... O O ii �•� P - CARUSO TURLEY SCOTT INC. consulting Job Name structural engineers Job No. `2-ZS) Sheet No. 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 BY c, L Date 602-912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc®aol.com V7 .. `? SVr 0 Co S Ir— t— ^1�l i, CARUSO. TURLEY , SCOTT Job Name Z __aq INC. consulting Sheet� No. _— structural Job No. �_- engineers date i3430 N06 Fiist Avenue, Suite 5 By I ' 2702 North 441h Street. suite 200 Tucson. Arizona 85719 Phoenix. Arizona 85008 520.888-8555 520-888.4240 (FAX) \ �I•� 912 9390 (FAX) 602-912.9120 602E.MAIL: cistuc@301.com iV EMAIL: ctsphx®aol.com Y-i5� I �,,,,� v S � (gyp , �6. F t ��j-PSS• ^ �~`� �a r: ^P� � 8 0• c. q -� � � € QTS �• � L -�- �.s C7 1 CARUSO TURLEY SCOTT ' 2702 N. 44th STREET SUITE 200 9 3 PHOENIX AZ 85008 602-912-9120 602-912-9390 (fax) Date: 01/13/98 Page: RESTRAINED RETAINING WALL DESIGN ' Al QUARRY ' V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KW060624 r. WALL DATA FOOTING DATA SOIL DATA ' Retained Soil Ht. 8.00 ft Footing Thickness 12.00 in Allow. Soil . Bearing 2000 psf Toe Width 1.33 ft Active Fluid Press _ 60 pcf Ht. Above Top Support = 0.00 ft Heel Width = 1.67 ft Design Fluid Press = 60.00 pcf Dist: Ftg. To Top Support 9.00 ft Total Footing Width 3.00 ft Backfill Slope 0.00 :1 ' Total Wall Height 9.00 ft Passive Lateral 250.0 psf Fixity a Base of Wall = 30 % Key Depth 0.00 in Soil Density 110.0 pcf VERTICAL LOADS Key Width = 0.00 in Soil Ht Over Toe = 12.00 in Axial DL on Stem = 600.0 plf Key Dist. to Toe 0.00 ft Axial LL on Stem 400.0 plf SUMMARY ....Eccentricity 3.00 in Pressure a Toe 2190.2 psf Ecc. of Resultant - 6.01 in Surcharge over Toe = 50.0 psf Pressure a Heel = 0.0 psf Kern Distance = 6.00 in Surcharge over Heel = 50.0 psf Allowable Press. = 2000.0 psf Footing One -Way Shear: LATERAL LOADS Sliding F.O.S. = No Sliding a Toe 12.93 psi Lateral Load Acting on a Heel - 3.24 psi Stem above soil = 0.0 psf Restraint Force Req'd Allowable Shear = 93.1 psi Add'l Lateral Load = 0.0 plf at Top of Wall 609.8 # Footing Overturning Top Ftg to load start 0.00 ft Additional Restraint Stability Ratio - 2.35 :1 Top Ftg to load start 0.00 ft Req'd at Bottom 0.0 # SLIDING CHECK ,@ BASE FOOTING DESIGN Slab Resists Wall Siding! Soil Press. Mutt. Toe Heel f'c 3000 psi ' Ftg/Soil Friction 0.300 by ACI 9-1 = 3146 0 psf Fy 60000 psi Soil to Neglect 0.00 in Mu Upward = 2371 176 ft-# Min. Asteel % 0.0014% Factor of Safety = 999.00 :1 Mu Downward = 384 761 ft-# Lateral Pressure = 0.0 # Mu -Design = 1987 -586 ft-# Rebar Choices - Passive Pressure 0.0 # One -Way Shear: Toe Heel - Friction Pressure 0.0 # Actual =' 12.9 3.2 psi #4 a 15.87 15.87 in AUdn'l Force Req'd• = 0.0 # Allow*.85 = 93.1 93.1 psi #5 @ 24.60 24.60 ir; ' Co ,,_r over Rebar 3.00 Ru = Mu/bd' 27 3.00 8 it psi #6 a 3 ;,92 #7 @ 47.62 34.,92 47.62 in in As Req'd 0.15 0.15 in2 #8 @ 48.00 48.00 in #9 is 48.00 48.00 in STEM DESIGN DATA Stem Material Masonry STEM SECTION DESIGNS NOTE !! Maximum Moment Occurs at 3.94 ft above Top of Footing Em = f'm * 750 Top .8 Ht .6 Ht .4 Ht .2 Ht Bottom n : Modular Ratio = 25.78 OK OK OK OK OK OK Allowable Fa Nominal Wall Thick. 290.0 8.00 in Dist. above Ftg 9.00 Bar Size 5.00 8.00 5.00 6.00 4.00 2.00 5.00 5.00 5.00 0.00 5.00 ft f'm 1500 psi Rebar Spacing 16.0 16.0 16.0 16.0 16.0 16.0 in Fs = 24000 psi Rebar Location Edge Edge Edge Edge Edge Edge Load Duration Factor = 1.00 Rebar 'd' Dist. 5.25 5.25 5.25 5.25 5.25 5.25 in ' Special Inspection Required Tension Face Earth Front Front Front Front Earth Grout All Cells Moments: Actual_ -250 345 1429 1941 1383 -731 ft-# Use Medium Weight Block Allowable 2116 2116 2116 2116 2116 2116 ft-# ' Shears: Actual 6.7 Allowable 38.7 6.7 38.7 4.8 0.3 6.8 38.7 38.7 38.7 16.1 38.7 # # Wall Weight 78.00 78.00 78.00 78.00 78.00 78.00 psf Masonry Stem Data..... Interaction Value 0.156 Actual fa 11.0 0.204 11.8 0.722 0.970 0.712 13.5 15.2 17.0 0.410 18.7 psi Actual fb 11.0 80.7 334.3 454.0 323.5 .171.0 psi ' V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KW060624 r. f] 1 Title : Dsgnr: Description Scope: Job # Date: r 11's- Ree W4001 - Masonry Wall Design Page 1 Description A2 QUARRY General Information 340.28 psi Wall Height 9.00 ft Seismic Factor 0.3300 F'm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = fm ' 750.00 Fs 24,000.0 psi L Load Combination & Stress Details Summary Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size - 5 Compression fb/F or fa/Fa Medium Weight Block Rebar Spacing 48 in psi fs/Fs Equivalent Depth to Rebar 3.810 in @ Center 0.4997 Solid Thickness 4.600 in Loads 159.4 19.57 0.4997 DL + LL + Seismic 3,240.0 1,080.0 Uniform Load 159.4 Concentric Axial Load 0.4997 Wind Load 16.000 psf Dead Load 600.000 #/ft Dead Load 0.000 #/ft Live Load 480.000 #/ft Live Load 0.000 #/ft Load Eccentricity 3.000 in Roof Load Floor Load Design Values E• 1,125,000 psi Rebar Area 0.078 in2 np 0.04370 j 0.91495 n: Es / Em 25.778 k 0.25514 2 / kj 8.56756 Wall Weight 49.000 psf Max Allow Axial Stress = 0.25 fm (1-h/140r) ` Spinsp = 340.28 psi Allow Masonry Bending Stress = 0.33 fm' Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi L Load Combination & Stress Details Summary Axial Bending Stresses A,yi:,'. r Maximum: Moment Load Steel Masonry Compression fb/F or fa/Fa Top of Wall in -k lbs psi psi psi fs/Fs DL + LL 3,240.0 1,080.0 11,992.8 159.4 19.57 0.4997 DL + LL + Wind 3,240.0 1,080.0 11,992.8 159.4 19.57 0.4997 DL + LL + Seismic 3,240.0 1,080.0 11,992.8 159.4 19.57 0.4997 Between Base & Top of Wall ' DL + LL 1,620.0 1,300.5 DL + LL + Wind 3,901.5 1,300.5 DL + LL + Seismic 3,918.6 1,300.5 it 5,996.4 79.7 23.56 0.2498 14,441.2 191.9 23.56 0.6017 14, 504.6 192.7 23.56 0.6044 Wall Design OK 9.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Governing Load Combination is.... Dead + Live @ Top of Wall Masonry Bending Stress 159.36 psi Steel Bending Stress 11,992.75 psi Masonry Axial Stress 19.57 psi Combined Stress Ratio 0.4997 < 1.0000 (allowable) (c) 1983-97 ENERCALC KW -060624, Ver 5.0.4, 10 -Dec -1997, Win32 ' Title : Job # Dsgnr:. Date: Description ' -Scope : Q Masonry Wall Design Page 2 Description A2 QUARRY ' Final Load & Moments ; Wall Weight moment @ Mid Ht 220.50 lbs Wind Moment @ Mid Ht 1,944.00 in-# Seismic Moment @ Mid Ht 1,964.66 in-# Dead Load Moment @ Top of Wall 1,800.00 ink# Dead Load Moment @ Mid Ht 900.00 in-# Total Dead Load 600.00 lbs Total Live Load 480.00 lbs Live Load Moment @ Top of Wall 1,440.00 ink t LiveLoad Moment @ Mid Ht 720.00 in-# 1. Maximum Allow Moment for Applied Axial Load = 6,483.92 in-# Maximum Allow Axial Load for Applied Moment,,,,: 18,783.52 lbs r ' I I , • I 1 ' (c) 1983-97 ENERCALC KW -060624, Ver 5.0.4, 10-Dec-1997AWin32 w r ' Title: ' Dsgnr: Description Scope Column Design MasonryMWONIIIIIIIIIIIII iera� 1 information oad Combinations & stress Details Summary Bending Stresses fription QUARRY 97-589 Column Height A3 9.000 ft fm Fs th 12.000 in 12.000 in Em = fm' th 144.00 in2 Column Area 6 Size 2 �bar r Count Each Face o.880 in2 ...rebar area 8.000 in Rebar Depth Dead + Live Load & Top of Wall Date: i,2� Page i 0.3300 1,500.00 psi Seismic Factor 4 24,000.00 psi Seismic Zone 125.000 pcf 750.0 Wall Density 1.330 Load Duration Factor Special Inspection Vertical Load 4.80 k ` Dead Load 2:60 k Live Load 3.000 in eccentricity Floof Load Type jSjjg:n:ValueS 24,000.00 psi Allowable Steel Tension ' insp.)* (5 if thk < 12") F Fa: [.25*fm*Aseff'(.5 w/o 1 535.78 psi r +,.65` as * Fsc] * [1-(h'I1•40r)1 2) '* 5 w/o sp. insp` <_= 2000 Fb:Masonry: 0.333 fm (• 499.50 psi 6,559.74 ft-# Max Allow Moment wlo Axial Load 77.15 lbs i Max Allow Axial Load wlo Moment 0.00 #!ft Lateral Load 0.000 ft ..distance to bottom 0.000 ft ..distance to top Seismic Load Type 144.00 psf Wind Load ' 0.83646 np 0.23630 2/kj 4.87337 k 0.49063 25.778 n E 1,125,000 psi ' oad Combinations & stress Details Summary Bending Stresses asonry xial Stress b/Fb + fa/Fa Moment xial Steel psi psi 144.68 psi 40.51 0.3653 int Top of Wall 1 900.0 psi 3,871.9 7,600.0 0.4729 ' Dead + Live Load & Top of Wall 8,162.5 4,907.1 183.36 56.68 56.68 0.3143 • Btwm Base 2,408.0 Dead +Live +Wind 1,367 . 7 8,162'5 2,787.0 104.14 Design OK Dead + Live + Seismic Column Summary 2 - #6 bars at V = Depth= 12.00Oin Using 8.00in ' 9ft high column, Width= 12.00Oin, Dead + Live + Wind Between Top &Bottom Governing Load Combination is.... 183.36 psi Masonry Bending Stress 4,907.07 psi Steel Bending Stress 56.68 psi i Masonry Axial Stress 0.4729: J.3300 (allowable) Combined Stress Ratio 1 c:.. . 397 ENERCALC ' Title Dsgnr: Description ' Scope Masonry Column Design nIm ry of Loads & Moments i-HLoads... 2.80 k l DL @ Top 4.80 k eight DL '+ LL 5.36 k 2.80 k fined Moments... DL + LL 1,900.00 ft-# id: DL + LL + Wind 2,408.00 ft-# 'd: DL + LL + Seismic 1,367.66 ft-# Lateral Loads... . Wind + Lateral Seismic + Lateral CARUSO ' TURLEY ILII SCOTT INC. Job Name consultingSheet No. structural Job No. 9 � - 5= i engineers 3430 North First Avenue, Suite 5 � ` Date I I 2702 North 44th Street. Suite 200 Tucson. Arizona 85719 BY Phoenix. Arizona 85008 520=988-8555 520-8884240 (FAX) I I 602-912-9120 6029390 (FAX) E-MAIL: ctstuc@aol.com 1 I E-MAIL: cisphx@ao1912- 1 co.� Tra 5 6 -� c1 1 Oc- 1 f3� Wz _ - �Z o s 1 c 5(&, 1c 1 1 --,-E, �� -cam n �.�, �► w c� Sic. w t --r+4- QUARRY Job No. 97-589 B"yLGL 10/20/97 Stud Wall Design C1 psf= psi plf=psf•ft lb=plf ft S� 144 HF#2 H:=9•ft ' Fc:=1250•psi CD:=1 CFb:=1.5 CM'=1 Ct:=1 CL:=1 CFc:=1.15 Cr:=1.15 Fb :=850•psi F'b:=Fb•CD•CFb•CM•Ct•CL•Cr F'b=1466-psi ' F„ :=F F;; = 1438•psi c c•C D.0 Fc c ' E' :=1300000•psi Axial Load Capacity (DL+LL) Try - 2x4 Studs @ 16" o.c. ' Slenderness Ratio (SL) t:= 1.5 -in ' h:= 35in c := h 2 SL:=H C:=0.8 KCE:=0.3 A:=t•h A=5.3•inZ h � K CEE - 3 I:=t.h 1=5.4 -in 4 F. CE • = F CE =410 -psi 12 SL2 3 S:=I 5=3.1 -in Z c ! CE FCE 1+FCE 1+F c c C:_ pp c- - C= 0.266 P 2. 2-C C ' F'c:=C P•F"c F'c=382-psi Pmax :=F'c•A Pmax 2005 -Ib PTL:=�(3fipsf+iUpsf)-2 33 +1 fr�'`wps+O;sf) 2 '1'+ 6 (..0psf+0'psf) 2:+iipsf0fiJ 1:33ft PDL. =L(30•psf)•(18-ft+1•ftl+(0•psf)•1'33•ft+(0•psf)•6•ft+15•psf•0•ft11.33•ft PDL=399-lb L - II J P TL = 665 'Ib < P max = 2005 -Ib OX Axial Stress (DL+Wind) CD:=1.33 F„c:=Fc•CD.CFc F,�c=1912•psi 1 '2 FCE 1+FCE 1+FCE ' F” c.- F" c F" c Cp:= - � Cp=0.204 F'c:=CpF"c Fc 390 -psi 2C 2C C PDL f DL = f DL = 76 -psi A i r: _....._ _.............,..,. 477 ... .... .. gyLGC ' Job No. 97-589 gRRY ,ending Stresses C MF� 1950 -psi CD'.=F - 'D Fb C. Ct CLCr b= 'Fb =1.303 16.psf• 1.33 -ft w wind , NV wind -H2 1,A=215 -ft -lb ISA = g =M Sreq F'b M f b = 844 -psi f S ' Combined Stresses 2 1 'f b =0.51 1 fDL +� f DL F b F� 1 F CE 3 O.K. 3 S = 3.06 •in Sreq = 1.33 *in 16•' O.c. MIN USE 2x4 Studs <k. 1 QUARRY Job No'. 97-589 BY. 8L 10/20/97 Stud Wall Design C2 psf=p44 plf=psf•ft lb=fplft �Z HF#2 H:=9.'ft ' F'C:=1250•psi CD:=1 CFb:=1.5 CM:=1 Ct:=1 CL:=1 CFc:=1.15 Cr:=1.15 F b :- 850. psi F'b:=Fb•CD•CFb•CM•CfCL•Cr F'b=1466-psi F"C:=FC•CD•cFc F"C=1438•psi ' E' 1300000. psi Axial Load Capacity (DL+LL) Try - 2x4 Studs @ 16" o.c. ' Slenderness Ratio (SL) t :=1.5•in h:=3.5 -in c := h 2, SL:=H C:=0.8 KCE:=0.3 A:=t.h A=5.3•in2 h 3 K E1 I:=t•h I=5A-in4 CE' F CE = F CE = 410 .psi 12 SL2 S:= I . S = 3.1 •in3 2 c CE F CE 1 I+FCE c I+F p F" ° - 2C FII c 2C FII - ° C C = 0.266 p 1 � F',,, :=C •F" F' =382 -psi R :=F' •A P' =2005 --lb p c c � r_iax c max P TL '_ 30 sf+ 20• i4ii ft 1 1.3s .. 6 - 1 ( p . P + 1 •ft + (0 psf+ 0 psf) —2 1t+ (0 psf+ 0 psf) 2 ii+ 15 psf 0 ft1 1.33 fl 2 r PDL:=L(30•psf)• (401 1 1.33 6 1 —+1-ft 1.33 -ft PDL=838-lb ' J+(0•psf)•—•ft+(0•psf)•-•ft+15•psf•0•ftJ L 2 2 2, P TL =1397 -lb < P max = 2005 -Ib OX 1 Axial Stress DL+Wind 1 CD:=1.33 F" +- F C C F" =1912 • si c c D Fc c -psi :CE FCE .. 1+F 1+FCE a 1 Cp:= FII ° - FIP c F11- _ r ° Cp=0.204 F'c:=CP•F"c F'c=390-psi 2•C 2•C- C 1: f : =PDL f DL DL 1601 -psi A 1 �.1 1 r � jar•..+�1 Y7"i.�lrn!"•1'l;r.....: .........:•�:.. ............_... .......,.... ........r:::: ....,..... �..,... :t:: ".):: ii. _ _ _ .. i ' QUARRY Job No. 977589 By:LGL 10/20/97 Bending Stresses ' C D :. 1.33 ' Fib.:=Fb•CD'CFbCM'Ct'CL'Cr F'b=1950�psi W wind :=16-psf 1.33.$ 2 `�' wind' H M : _ . M = 215 -ft. lb 8 M S req= F� b S req =1.33 in 3 < S = 3.06 •in3 O.K. fb :=M . f =844 -psi S Combined Stresses ' fDL 2 fb . 1 . =0.877 < 1 O.K. USE 2x4 Studs.Cib 16" o.c. MIN Fac f Fb FCE i ; I j 1 - 1 r