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0112-163 (SFD) Structural Calcsi Knapp c", Associates, Inc. 408 South Suxtclard Ave.. San Bernardino Ca. 92401 Phone: (909) $89-0115 Fax: (909) 989-0455 t= -mail: knappswitiaol.c.mm November 13, 2006 To: The Woodard Group 80-$80 Vista lionita 'I rial Lai Ouinta, CA 92253 Re Alex and Cierlinde Parker IIideaway Lot -241 531 Xg Via palacic:r _ La t )uinta. CA 92253 I pertormca a structural inspe_cti0n nn the subject prujcut. l kittnd the constmelion to he M. substantial compliance with our structural plan` I specifications and of quality craftsmauls-lip. I am recommending that the contractor he allowed to limcced %vith the finishes insiallation. NOvb ".'r E S,4/�yt HARLE Respecttully, GKRAP S 4{ 3t31/m A CIVIL OF CAk1fQ,��>,� Leonard C. Knapp hn8incer rf Recoi-d A 6 1 C I MOM & ASUMTF-q ST 5 jj(.' UP A ! C ON 15' U ANT, December 19, 2006 The Woodard Group 8088() Vista Bonita. Trail La Quinta, CA 92253 Attri., Stewart Wood= Re: Casilli Residence Dear Sir: Our kirfice has reviewo It is our understanding from 9" diameter to 14' Please find attached a c lorfol—Mo4ve questi j I, L11MC TEL 7140636v8855 FAX 7146836•U87 18101 F. 16th ST. SANIA ANA, CA 9270'. Rtf 5W6 arip in size s \ ! `.r L : � l ., ! q r .Iii `l I '; . ,; I : � ,r i . ? . ' I`i':. 1 i : {_ 1' ,: !? ': � i_ r• CASILU RESIUME Ek LANGSTON & ASSOCIATES rriLI Oil. oa gTRUCTLRAL CbNSULTaUTS �� do �— -�--y THE 'rVOQpARp v.ROUp 191C E. 18M STREET — 9bp08 LOCATIQN SA1JiA ANA. OA 92701 I DATE _A. QUINTA,CA PK (+14)836-665b i 1'OE• 'i !TEW Fax TOND 36ACH.0 ( ENGINEER PMSG' S_'RUCTURAL DETAIL-- r: uwGsrpNBt71Rr`.�CN.00AF .I.— l'-6"` — — l'-6" VIN STEP FTG AS R—EO D ' -#5 T&F'' EXTEND 2< BEYOND DUCT T-tENCH T'(P. 1_ c --r rl. TLIA 1 SLURRY MIX i i BELOW FOOTING l yl IN NO EXCAVATICiN '?R =IRE BENCHES PARALLEL TC; PROMIDE SLEEVE Vv17H _ � FOOTING CELOW' THIS LINE GIA LARGER 'r-iAN PIPE. WHERE PIPES ARE WORE THAN 3' C)" BELOW BOTTC,I�. OF R OTING. NOT'-` Ti:ENCH BELOW FOOTING SMALL BE FILi.rD ENGINEER BEFORE PROCEEDING "VY17H CONCRETE PRiOR '0 POURING FOOTING, CONSTRUCTION. POUR FULL WIDTH OF TRENCH & FULL WIDTH OF FOOTING. TYP DUCT THROUGH lfiNG 01/16/00 07:42 POLAR BARR AIR 4 760 564 0406 NO.389 FROt:I DE -S. NRG. SER FAX N0. : 760-770-0044 Dec. 12 2802 03' 49PM PS INSTALLATION CERTIFICATE (Page 3 of 13) CF -6R 5VZ55 A aJlJt kAlL tJlE=S DSS Site Address Permit Number DUCT LEAKAGE AND DIESIGN DIAGNOSTICS a DUCE' LEAKAGE REDUCTION P:cssLnzapon Test Results (CFM ® 2M) Fan Flow Test Leakage (CFM) If FM -1 Flow'Calculated as 400 efmAon x number of tons, MW .,pa If fan flow is Measured, enter Measured value Acre Leakage Fmcdon - Test Lukaoet(Measured or Calculated Fan Flow) a Pass if leakage fraction S 0.06 ❑ For AEROSOL ?IPE SEALANTS ONLY - The following diagoostle testing Nas completed: Pass F" Duct Fan Pressurization at rough -in measured leakage (CFI CHECK AFTER FINISHING WALL: ❑ Yes ❑ No C1 Pressune Pte► teat or House promrization test IJ Yes ❑ No O Visual lnsptetion of Duct Connections 0 13 Pass Fai I ❑ THE"10STATIC EXPANSION VALVE ('TXV) Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection • Q 0 Ycs is a pass Pass >`a:l Q DUCT hESIGN 1 (' y., Q No ACCA Manual D Design calcuJationa- have been completed, Duct Design is on the plans and duct installation matches Plana. 0 Y c s I❑ No TXV is installed or Fan flow has been verified. if no TXV, verified fan flow matehes design from CF -IR. MMumd Fan Flow C Q L7 Yes for both I and 2 is a Pecs Pass Fail ❑ 1, the undersigned, verify that the above diagnostic test results and the work I Perfotsned associated with the ust(s) is in conformance with the requirements for compliance credit.(Tice Guilder shall provide the HER$ providtt a ofthe CF -6R signed pl the builder employees or ub-contractors certifying that diagnostic testing and installation meet tbtnNuiremencs . For cornpiiancc c[edit.j l2 ! 4— Tens Z• tl z- 6Z iJ Performed no Installing Subcontrnewr (Co. Nam)OEL COPY TO: Building Ocpartment Gcneral Contractor (Co. Name) HERS Provider (if applicable) 9uilding Owner at'gecupancy Compliance Forms Aagu9t�2001 A-25 M 01/16/00 07:42 POLAR BARR AIR 4 760 564 0406 NO.389 FRM DES. NRG. SFR FAX NO. : 760-770-0044 Dec. 12 2002 03: 49Pm P4 INSTALLATION CERTIFICATE (Page 3 of 13) _ CF -6R 51-255 VIiJA P�►�tTA 1 QA1L—1^I�/I 4 Site Addras:i Penult Number DUCT LEAKAGE AND DESIGN DIAGNOSTICS W DUCT I -EA. AGE REDVCTION P:essunzation Test R=Uts (CFM (jO 25 PA) Test Leakage (CFM) 6-7, Fan Flow IT Fan F!ow is Calculated as 400 cft>?lton x number of tons, enter calculated value here ^Lp00 If fan flow is treasured, enter measured value here Leakage Fraction = Test Leakagel(Messured or Calculated Fan Flow) - Pass if leakage fraction S 0.06 ❑ Pass Fail ❑ Nor AEROSOLTYPE SEALANTS ONLY -The following dlagovstic teating was completed: Duet Fan Pressurization at rough -in mea=cd leakage (CFM) CHECK ATTER FMSHING WALL: ❑ Yes ❑ No ❑ Pressure pan test or House pressurization test ❑ Yes C No ❑ Visual Inspection of Duct Confections ❑ ❑ Pass Fail ❑ THERMOSTATICEXPANS(O,q VALVE ;(V) Q Yes 0 No Thermostatic Exp=3ion Valve is installod and Access is pmvided foi inspection • ❑ ❑ Yes is4pass Pass Fail ❑ DUCT DEIGN I ❑ ves ❑ No RCCA Manual D Design calculations have been completed, Duct Design is on the plans and duet installation matches plaro. . 2• ❑ yrs Q No TXV is installed or Fan flow has beat verified_ If no 1 X". verified fan flow matches design from CF- I R. Measumd Fan Flow b ❑ ❑ Yes for both 1 and 2 is a Pass Pass Fail .0 t, the Lndersigned. verify that the above diagnostic test results and the work I performed awociaw ,% th the mst(s) is in coafor*nance with 9119 requirements for compliance credit. (The builder shall provide. the HFJtS provider a copy of the CF4R signed by the builder employees sub-COntructors terrifying that dingnosdc testing and installation Meet lie requireasents for Compliance credit.) tT4s�2 z ti z I o�AR. {� i.11f��1i$� ate Inscallmg Subeonwacwr (Co. Nasse) OR Performed General Contractor (Co. Name) COPY T0: i3uilding Department HERS Provider (if applicable) Building Owner at Occupancy Complia-IC corms August 2001 A•25 i151t+. 01/16/00 07:42 POLAR BARR AIR 4 760 564 0406 NO.389 D04 FROM DES- NRG• SBFT FAX NO. 760-770-0044 Dec. 12 2002 03:48PM P3 INSTALLATION CER'T'IFICATE (page 3 of 13) ^ CF -6R 51-255 Vjs- &0,>WoTA: "iL-w5E(L Site Address Permit Number DUCT LEAKAGE AND DESIGN DIAGNOSTICS B DUCT LEAKAGE REDUCTION Pressurization Test Results (CFM @ 25 PA) Test Leakage (CFM) Fan Flow Lf Fsn Flow is Calculated as 400 cf n/ton x number of tons, anter calculated value bete 1101y_. If fan flow is measured. enter measurod value here .—�- LcWge Fraction m Tcst Lealtage/(Maesurcd or Calculated Fan Flow) a Pass if leakage fraction S 0.06 Pass Fail For AEROSOL TYPE SEALANTS ONLY - The Wowing dlpgnostic testing i ras completed: Duct Fan Pressurization at rough -in measured leakage (CFM) CHECK ATTER FTMSHING WALL: © Yes ❑ No ❑ Presawc pan test or House pressurization test C1 Yes ONO C3 Visual Inspection of Duet Conneetiotu ® 0 Pais Fail Q THER.yfOST.ATIC EXPANSION VALVE (TXV) ❑ Yes Q No Thermostatic Expansion Valve is installed and Access is provided for inspection • E) ❑ Yes is a pass Pass Fail © DUCT DESIGN 1 Q yes [] No ACCA Manual 0 Design calculations have been completed. Duct Design is an the plans and duct installation matches plans. 2. ❑ Yes Q No TXV is installed or Fan flow has been veritied, if noTXV, verified fan flow thatches design from CF -IR. Measured Fah flow a Yes for both I. and 2 is a Pass ❑ O Pass Fail ❑ 1. the undersigned, verify that the above diagnostic test results and the work I performed associated with the test(s) is in cvnformancc with the requirements for compliance credit. (`Tho builder shall provide the HERS provider a copy of the CF -6R Signed Dy the builder cmployecs sub-con(ractors certifying that diagnostic testing and installation meet. -the requirrmenb for comPham:r crcdit.) JTests�Z� L ��� Performed 1a4ltre, acelnsrelling Subconaaeror (Co. Name) OR COPY TO: Building Department General Contractor (Co. Neale) KERS Provider (if applicablc) Building Owner al,occupancy Compliancr; Forms August 2001 A-25 01/16/00 07:42 POLAR BARR AIR 4 760 564 0406 - NO.3139 rROM : DES. PIRG. SER FAX N0. 760--770-0044 Dec. 12 2002 03: 48PM P2 INSTALLATION CERTIFICATE (raze 3 of 13) CF -6R 6/-255�t QA l �-'M 1 K G Ea Site Address Permit Number DUCT i_EAKAGE AND DESIGN DIAGNOSTICS Q DUCT ..F.AKAGE REDUCTION pressurizat.on Test Results (CFM ® ZS PA) 'fest Leakage (CE'trn 44 Fan Flow if Fan Flow is Calculated as 400 CWtOn x number of tons, Inter calculated vulue here IAJW_ If fan flow is measured, enter measured value We Leakage Fraction o Test LCaitage/Weasured or Calculated Fen Flow) d O Pass if leakage fraction S 0,06 Pass Fail ❑ For AEROSOL TYPE SEALANTS ONLY -The following diagnostic testing Wes eampleted: Duct Fan Pressurization at rough -in mmurcd leakage (CFW CHECK AFTER FINISHING WALL: ❑ Yes ❑ No Pressure pan teat or House pressurization test ❑ Yes ❑ No 4 Visual Inspection of Duct Connections Q Pass Fail O THER osTATIC EXPANSION VALVE MV) ❑ Yes 0 Pio Thermostatic Expansion Valve is installed and Access is d � provided foi inspection Yes is a pass Pass Fail ❑ DUCT DESIGN 1 ❑ Yes ❑ No ACCA Manual D Design Calculations have been completed, Duct Design is bn the plans and duct in;talIation matches plans. 2. ❑ yn [❑ No TXV is installed or Fan flow has been verified. If no'YXV, verified fan flow matches design from CF -1R. Measured Fart Flow Yes for both i and 2 is a Pass EO Ql ❑ I, the undersigned, verify that the above diagnostic test result$ attd the work I performed associatewith the test(s) is in conformance with the requirements for compliance credit. (-fire builder shall provide the HERS provider copy of. the CF -6R signed by the builder employ f sub-eontract0rs certifying that diagnostic testing and installation caeca the requiretetents ret compliance credit.) 12 l OJet u tY. L - lTi.a►1 i errs ignalu+e, Dace Installing Subeontrarwr (Co. N�rne) OR Pertcrmed ��"�S - General Contractor (Co. Name) COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Ccr-VianCi: Forms August 2001 A-25 03 07:42 POLAR BARR AIR 4 760 564 0406 NO. 389 P01 AIR CONDITION NG, INC. PHONE (760) 346.5529 FAX (760) 346-8152 FhX TQ lei 0< La A tV Front DEXTER BARft Atm v%VW L Pages: 5� Fac 414 Oto oaf L A 3 2 - Re: CCs �e»t. p For Review Q Please Comment O Please Reply p MOSS Recycle FROM DES. NRG. SER Utz FAX NO. : 760-770-0044 Desert C A B E C ENERGY services P.C. Box 021 Ph. (760) 770.0rA4 Dec. 12 2002 04:01PM P1 Ranr..ho Mirage, CA q?270 Fax (760) 770-1044 Email: RKro h-nF;237UF. aol.com &A: (760) 935-7;339 (11 'a o - �5000 qt 4�� \ A A F 4- iL 1 #F-WOODA2 0 VII LL- [--AX FROM DES.NRG.SER A> FAX NO. : 760-770-0044 Dec. 12 2002 04:01PM P2 CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING (Page 1 of 7) CF -4R \ �k (01P& D N Q_ AQ 4�-'T �'E n ow 2 12 Project Title D to .5:v.lSZ-gol i:TA_ 112AiL L4 QU � �M ��1�-Tt2UcTlat,1-- Prpjec[ A dres. Builder Name l-! O .►j-- - (foo) X32- SZZ- p lam, C -y 'ro M Ejilder Contact Telephone 1 an�Number H ng Signature Firm:Fl;-�7 'r�F.Q Street Address, Copies to: builder, HERS Provider leph Date 7p)— od P I Sample Group Number z a 2 L,,#-- OA- LIy I e, Sample'House Number HERS Provider: L• .11.1`.E.s� -S . HERS RATER COMPLIANCE STATEMENT The house was: Tested ❑ Approved as part of sample testing, but was not tested As the HERS rnter providing diagnostic testing and field verification, I certify that the houses identified�on this form comply with t/he diagnostic tested compliance requirements as checked on this form. L� The installer has provided a copy of CF -6R (Instal-lation Certificate. �,/Distribu: ;on system is fully ducted (i.e., does not use building cavities as plenums or platform reourns in lieu of ducts) l.J Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed. rubber adhesive duct tape to seal leaks at duct connections. 2MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM cei 25 Pa) values Test Leakage Flow in CFM If Fan flow is calculated as 400cfm/ton x number of tons enter calculated Q value here dd T If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) = 3•�..�` Check Box for Pass or Fail (Pass=60/o or less) ❑ Pass Fail ❑ THERMOSTATIC EXPANSION VALVE (TXV) ❑ Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection Yes is a pass ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT ❑ Yrs ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1 R and design on plan. -' ❑ Yrs ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from GF - IR. Measured Fan Flow = Yes for both 1 and 2 is a Pass ❑ ❑ Pass Fail ❑ ❑ Pass Fail Compliance Norms August 2001 A -i6 FROM : DES. NRG. SER FAX NO. : 760-770-0044 Dec. 12 2002 04:02PM P3 C'ERTIFIC,VrI: OF FIELD VERIFICATION AND DIAGNOSTIC TESTING (Page 1 of 7) CF -4R V/60DLED oq' 1211121vf- Project Title D to 51 z55 5 oil I>�A1 TA . L&- j idTA A. M (kOia�Uc-rl oIJ Pr jest A dress T� SuilderName Q ( o) 832 5 P 1--,)-. d GL s'ro M Builder Conm,.i Telephone Man Number Firm: Street Address: 1? D. k OAC HOZ, I Copies io: Buildcr• HERS Provider _C5, R -0j P `I Sample Group Numbc r j oT I/A. 6UE�"r &—D5 Sampl� House Number H ERS Provider: City/$tate/Zip: o �I Qh �E_t .2274 HERS RATER COMPLIANCE STATEMENT The house was: Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form comply with the diagnostic tested compliance requirements as checked on this form. The installer has provided a copy of CF -6R (lnstatlation Certificate. Mr Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform retums in lieu of ducts) EWhere cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed. rubber adhesive duct tape to seal leaks at duct connections. YMINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 60/. Duct Leakage) Measured Duet Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM 0_ If' I'an flow is calculated as 400cfm/ton x number of tons enter calculated value here 1100 if fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) Check Box for Pass or Fail (Pass=6% or less) hd ❑ Pass Fail ❑ THERMOSTATIC EXPANSION VALVE (TXV) Q Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ (] Yes is a pass Pass Fail ❑ MINIMt1M REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1 ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -I R and design on plan. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF - IR. Measured Fan Flow = ` Yes for both 1 and 2 is a Pass Pass Fail Compliance Forms August 2001 A-16 FROM : DES. NRG. SER FAX NO. : 760-770-0044 Dec. 12 2002 04:02PM P4 C rRTIFICA F OF FIELD VERIFICA'T'ION AND DIAGNOSTIC TESTING (Page 1 of") CP -4R oil I 12 a� i'rojcct Title D tc SI zf 55 ' I'r cct A fires, Builder Na e 32 Li 04 Q (ZO) 8- 52� Builder Contact Telephone Flan Number H ER5'R R enifying Signature Date Fin-m►�>; RRA' 1 }L1 5 Street Address- F. D. E3OY, 6z1 Copies to: Builder, HERS Provider 44 Sample Group Number Sample' use Number HERS Provider: 6.}4.1= •E-9! .:S - ETERS RATER COMPLIANCE STATEMENT The house was Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified Dn this form comply with the diagnostic tested compliance requirements as checked on this form. The installer has provided a copy of CF -6R (Instatlation Certificate. 1rDistribution system is fully ducted (i.e., does not use building Us cavities as plenums or platform returns in lieu of ducts) Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed. rubber adhesive duct tape to seal leaks at duct connections. E2�MINIMU.M REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressuri721ion Test Rcsults (CFM @ 25 Pa) values Test Leakage Flow in CFM if fan flow is calculated as 400efm/ton x number of tons enter calculated value here 1200 If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) _ 6.004, Check Box for Pass or Fail (Pass=6% or less) _ / hQ ❑ Pass Fail ❑ THERMOSTATIC EXPANSION VALVE (TXV) ❑ Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ ❑ Yes is a pass Pass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT DESICN COMPLIANCE CREDIT 1 ❑ ),es ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -I R and design on plan. 2 '. s ❑ No TXV is installed or Fan flow has been verified, If no TXV, � verified fan now matches design from C,F-IR. Measured Fan Flow = ❑ ❑ Yes for both 1 and 2 is a Pass Pass Fail Compliance Forms August 2001 A-16 FROM DES.NRG.SER FAX NO. : 760-770-0044 Dec. 12 2002 04:02PM P5 CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING (Page 1 of') Ct -QR C Project Title 51•Z55 �15T►�. �o�l`�1L Irl A ��Pr jeer A dress �y _- c10 �JUe �`— Builder Contac; efPhone Date �— �� Co►J3 re:Jc n lJ Builder Narqe GJ.5 oM Man Number ppKOJP le Group Number L,vi- # O�A - flmtodemAEE 1 Sample House Number Firm: DESS t+ GTS iG�� HERS Provider: d .t.E.1z .5. Street Address:�• d. QD�C (o�� __ __ _ ___ City/State/Zip: (� �,d&,&1227o Copies to: Builder. HERS Provider HERS RATER COMPLIANCE STATEMENT The house was. 10"Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing dia;nostic testing and field verification, I certify that the houses identified :)n this form comply with the diagnostic tested compliance requirements as checked on this form. 03"The instt:ller has provided a copy of CF -6R (Installation Certificate. Y' Distribut ion system is fully ducted (i.e., does not use building cavities as plenums or platform retwrns in lieu of ducts) Where Moth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed, rubber adhesive duct tape to seat leaks at duct connections. @'MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM If fan flow is calculated as 400cfm/ton x number of tons enter calculatCd value here 1 d if fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) = -3-5'y" . Check Box for Pass or Fail (Pass=6% or less) ❑ Pass Fail ❑ THERMOSTATIC EXPANSION VALVE (TXV) ❑ Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ ❑ Yes is a pass Pass Fail ❑ MINIML-M REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT ❑ 1'es ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -I R and design on plan. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan now matches design from GF -1 R. Measured Fan Flow = ❑ ❑ Yes for both I and 2 is a Pass Pass Fail Compliance =orms August 2001 A-15 08/1E/2002 10:12 909 wt1 rtt Z)iKul4 tVKJ �fro -c fz-13 s � J, -A 6t. -x`61 `-Z t � b �'s 'P,- " 0 0\7_19-b-IfL v C 10/08/2002 15:09 909 klEI PEI STRUCT EGRS PAGE 01 0/2002 22:49 7605641705 WOODAPMOfUP PAGE 02' NN r� two- :. S`l-a t1 t 7sn►/Ji . 2+4 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite 134, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Date August 27, 2002 To: Stewart Woodard, AIA The Woodard Group 5 1 -370 Avenida Bermudas, Suite 6 La Quinta, CA 92253 Fax: 760-564-3065 bo vno U(S-� 1 Ca ' iA Re: Structural Engineering for the proposed Stewart and Renee Woodard Residence at La Quinta Polo Estates, La Quinta, CA 9221. Structural Observation for framing. Dear Mr. Woodard, Per your request, a visual structural observation for the framing for the captioned property was performed by this office on 8/6/02. Except for 3 items of deficiencies, it was found that the framing work, including roof trusses, shear panels, holdowns, framing members, and diaphragms, is in compliance with the requirements or equivalent of design specifications provided by this office in general and the construction quality meets the industrial standards. The 3 deficiencies were later verified being corrected per specifications of this office and accepted based on the photos provided by the the contractor. This letter only covers items visible and inspectable by naked eyes at the time of the inspection. This letter does not relieve the responsibility of the contractor to follow the plans and specifications. Thank you and appreciate the opportunity to provide service to your organization. Sincerely, WEI PEI STRUCTURAL Fnir_IniCCnc inir Wei Pei, P.E., S.E President We can not control earthquakes, but we are able to handle them better. jD5/01/2002 17:21 909 WEI PEI STRUCT EGRS PAGE 01 EI PEI STRUCTURAL ENGINEERS, INC. —F'F]Structural/Seismic/*Frensic 931 W. Bolt Blvd, Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Date May 1, 2002 To: Stewart Woodard, AIA The Woodard Group 51-370 Avenida Bermudas; Suite 6 La Quinta, CA 92253 Fax: 760:5644705 Re: Structural Ea,-igineering for 4 proposed Stewart and Renee Woodard Residence at La Quinta Polo Estates, La Quinta, CA 9221. Roof Truss design for the Pyramid roofs Dear Mr. Woodard., After reviewing the roof truss calculations dated 4111/02, provided by Alpine and signed by Christian Chappell, CA Civil License OC43845 for the captioned property, we take no exceptions. Thank you and appreciate the opportunity to provide service to your organization. Respectfully, WEI PEI STRU TURAL ENGINEERS, IN,C- '� Wei Pei, P.E., S.E. President Attachments: (0) We can not control eatthduakes, but we are able to handle them better. Li;Si tYJ CJG 1't,'t� •••-' �-W�l PEI STRUCTURAL ENGINEERS, INC. L S cturaUSeisrnrc/Fo rensic 93I W. Holz lvd., Suite D4, Ontario. CA 91762 Tel: (909) 937-0122 pax: (909) 937-0120 Date,� �.guf t 27. '2002 qq _� To: St.Nwaz' Woodard, ATA The 'Woodard ()rOUP SSD 51-37,0 Avenida Bermudas. Suite 6 La Q 'rta, CA 922` Fax. 760A64-3065 F -e: SCcucvural Engineezirg fur the proposed Stewsr and. Renee Woodard Residence at U. Qt into Polo Estates, La Quinta, CA 9221. Structural Observation for framing. Oeat Mr. Woodard, per your req�jest, a visual szrucuiral observation for the framing for the captioned property was perfermeid by this office ren 8;'6102. Except for 3 items of deficiencies, t was found. that the fiaming work, ixrcluding roof. trusses, shear paxels., hoidoNns, framitzg rraembers, and diapk a�xts, is in. compliance with the requirements or equivalent of de;ign specification$ provided by this office in g, cral and the construction quality nieet:9 the industrial standards. The 3 deficiencies were? later verified boing corrected. per .speci£icationr of this office and accepted based on the photos provided by the tlae cuntracto^. This letter n y covers iten•is vi-sible anti inspectable L7y naked eyes at the time of the inspection. T is letter does not relieve the responsibility of the contractor to follow the plans axle spo.cifioations. Thank you acid appreciate the opportunity to provide service to ,OUT vrgarnatton. Sincerely, WEI PEI 9TRUPTURAL ENGINEERS, INC. �. We: Pei, l'.E., S.E. Presid.eni j i e can not control ea&quans, Dui Ke are able to Dandle them borer. 08/1E/2002 10:59 909 WEI PEI STRUCT EGRS PAGE 02 08/.1.2/2002 15:11 i60-564-0406 A&M CONSTRUCTION - PAGE=:'a4`-:;`•. NtA fi T � • V- N iN �J i IWI N iN �J i 08/16/2002 10:59 909 WEI PEI STRUCT EGRS PAGE 03 08/12/2002 1.5:11 760-564-0406 A&M CONSTRUCTION PAGE ..05 y � i>4, i� PC Ql w ! =-1 74 Ile..--- ' �, "� Q�JFESSIGyyq � � w Ex�S 004032 * l s 08/16/2002 10:59 909 WEI PEI STRUCT EGRS PAGE 04 WEI PEI STRUCTURAL NGINEERS;.INC... StrummYSeismic/Forensi 'VJPSE KN.: V� 17� . 931 W. Holt Blvd., Suite D<<, Ontario, GA 91762 By:I.Z.S Tcl: (909) 937-0122 ax: (909) 937-0120 Date:08/02 so o -2- 2-71 2-2-7 136 U, rl 6ru c,7 , E3 x, 08/1E/2002 10:59 909 WEI PEI STRUCT EGRS PAGE 06 WEI PEI. STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISP9 C/FORENSIC Scope : 931 W. HOLT BLVD_; SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0:_ 2 FAX: 937-0120 Dsngr Date:********** DT -------------------- ------------------------------------------------------ TI-SPAN TIMBER ----------------------------------------------------•-- BEAM DESIGN & ANALYSIS DL #1 880 LLI< ti DL #1 LL #I X-Dist. ECS DL # ri LLQ' X-Dist. ftj MOMENT ....... DL ft-41 .. Lzu X-Dist. :tl ...... QUERY_VAUMS ---------- I____------ ------ ------- ---------- ---------- --------- 08/1E/2002 10:59 909 WEI PE STRUCTURAL - _ STRUCTURAL/SE I Sr1 931 W. HOLT BLVD., ONTARIO, CA 91762 TEL.:(909) 937-0_-------------------_ ENGINEERS, INC.. Title WEI PEI STRUCT EGRS PAGE 07 .l /FORENSIC Scope : SUITE D -a Number: Misc 2 FAX: 937-0120 Dsngr : Date:********** LTI-SPAN TIMBER SEAM DESIGN & ANALYSIS Page --------------------------------------------------- DSSCRZPTION » 2042 f3 M --------------------------- -SPan 1--I--Span 2--I--Span 3--I--Sgan a--I--Span S--I--Span 6--I--Spa:a 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? I4 y/n SPAN LENGTH ftl 16 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free a 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inl 7.2S BEAM DEPTH inI 6.00 ---- CALCOLATSD VALUES ---- I- ------------------------------------------------------------------------------------•- F'b - Modified Allow. pail 1,313 fb - Actual pail 1,086 F'v - Modified Allow. pail 106.25 f� (actual) " 1.5 pail 31.67 Moment ® Left in-kl ^ Right in-kl .tax. Mom. n Mid -Span in-kl 47.2 X -Dist etl a.e0 Shears: Loft kl 0.98 Right kI -0.98 Reactions: Loft: Dead kl 0.98 Live kI Total. kl 0.98 Right:Dead kl 0.98 Live kl Total kl 0.98 Max. Defl.. 0 Mid Span in) -0.869 X -Dist ftl 8.00 ------- DESIGN DATA ------- 1- --------- I---------- I---------- I---------- I---------- I.......... 1--------- I ---------I Le: Unsupported Length ftl Fb - BASIC ALLOW- pail 1,050 Fv - IIAS:IC ALLOW- pail 85.00 85.00 85.00 85-00 B5.00 85.00 85.00 BS.00 E kail 1,600 1,800 1,800 1,800 11800 11800 11800 1,800 LOAD DUW.TION FACTOR I 1-25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPI,JED LOADS-------I- ---------I----------1----------I----------I----------I----------I----------1---------I USE LL TENS SPAM Y/N'I 1 1 1 1 1 1 1 1 UNIFORM ...... DL plfl 123 LL plfl PARTIAL...... DL Plel LL plfl X -Left ftl X -Right ftl TRAP.,.. DL o Left #/£tl DL 0 Right #/ftl LL W Le£t #/eel LL W Right #/ftl X -Left Pel .X -Right eel . POINT........ DL #I LL #1 X -Dist. ftl ,08/1E/2002 10:59 909 WEI PEI STRUCT EGRS PAGE 08 WEI PEI STRUCTURA-I, ENGINEERS, INC. Title : --STRUCTURAL/SEISM C/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc - TEL.: ;909) 937-03-22 FAX: 937-0120 Dsngr P LTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page DESCRZPTra2a » 2042 --------------------------1" -Span 1--1--span 2--1--Span 3--J--Span 6--I--Span 5--1--Span 6----Spsa 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPADT UNG'rm ftj 16 r= FIx.M.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rt1 1 1 1 1 BEAM WIDTq ink 3.5 BEAM DEPTH int 9.25 ---- CALCULATED VALUES ----I•---------------------._...---•_^-------------------------------------------- F'b - Modificd Allow. psi) 1,313 Pb - Actual psi1 946 Fav - Modified Allow, psi( 106.25 fv (actu.ali * 1.5 pail 41.34 Momef t 0 Left in-k j U 11 Right in-kj Max. Mom. 0 Mid-SpaA is-kl X-Dint ftl Shears: Left k1 Right kI Reaction*: Left- Dead kj Live ki Total k) Right:Dead kj Live kj Total k1 Max_ Defl, a Mid Span inj X-Dist ftj ------- DESIGN DATA-------I• Let Unsupported Length ftj Fh - BASIC ALLOW. psil Fv - &ASIC ALLOW- psil E ksij LOAD DURATION FACTOR ----- APPLIED LOADS-------�- USE LL TP.IS SPAN? Y/Nj UNIFORM ...... DL plfl LL plf l PARTIAL...... DL plil LL plil X-Left ftj X�Pight ftp TRAP.... DL m Left #/ftl DL 0 Right 4/ftj LL 0 Left #/ftl LL a Right #/ftj X-Left ftj X-Right Etl POINT ........ DL #1 LL #1 x-Dist. ftj 47.2 8.00 0.28 -0. 9a 0.9a 0.98 0.98 0.98 -0.491 8.00 ----------�---- 1, oso 35.00 85.00 as.0o 85.00 1,600 1,800 1.25 1.25 ---------- l I 1 1,900 1,800 85.00 85.00 85.00 86.00 85.00 85.00 1,800 1,800 1,800 1.800 1,900 1,800 1.25 1.25 1.25 1.25 1.25 I 1.2S ---------------- 1 I ---------- 1 I ---------- 1 I ---------- 1 ---------I 1 1 1n CC Ld f - U CL' F- U) 11 Ld Cl - 1 --1 Ld 3 (n CD m CTI In m C14 m CD N ,W -I 00 CD LO ED v' m I a LO In I CD LD N i:;,; N m ED I --I \ 0 USE THIS MIG11 FOR COMON RIP TRUSSES 0 24" DC_ EXTETIO SIDPING TC OF TRUSS AND JACKS TO NIP RAFTER, SUPPORT EXTEF15IONS EVERY 7-.n rl TO FEAT TC. ATTAC4 2x4 IATFRAI nRArillr Tn FI AT TC @ 24- OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER II10.91 13.2.1(FIO.33), OR OUG. 13RCALHIP0699. SUPPORT II(P RAFTER KITH CRIPPLES AT 2-9-15 OC. 0- W3X5 % W4K8 (R) 41 Hbxts([ilI 11 W6X8(GL) 11 1' '• ' - I ! I � - I Dre.r 2 Supports R -I107 14=5.5" R=1107 11=5.5 - I -T- j 12 0-12 (}IOOOARO-THE }JDODAR© RESIDENCE - il) PLT TVP. Have TPI -95 Design Criteria: TP! STD UBC 19. ba CA 2 1 R Scale =.375" Ft, �� S[V icl EOTS '*HARUIgG" 11USM11 R1091RF RI[[14 Cia( )D (mICATIon. uA7011HC• S"IIIVPIHr.. IV.1.111 IS AYD $54.15Mid9',-mrr fltx1,T11anIrliC/1 flR41IHD- LEf(A 1n 1111) 91 LHAID/(rNc IIsmkIAC "it DnAtlllr;), l'011<IIID Bi IPI (IRu51 nAl[ TC EL 16.0 PSFffCAUSR79s 4001(3 IKS111DII _ $13 D-DUlFq 10 M.. SUITF 700• HAn ISDY, 111 i3f S4). r111 sms. PSA.IIUS 1416E LP PIRFD ":FG loan Fur[FIOD[. HHICss nnlFRivlsi ININCAIF1). InP C1UHD JIAU "AF( Plnl•LYld Sit ..FU '(� �� TC DL 14.0 PSF DATE14J02 S7gII�lUlll PSArt S. DOTrOII CK01D SOLI HM A PROWLS? AIIAr11111 RI.10 C[ ILIt6. iIIPnRi ANT" TuSHtsll A CD1T OF THIS VL5159 fO ,it INSIALIAIIHH GPNI RACI¢:i, (LI -IDI IH.11rlMh n 19 BL DL 7 .0 PSrPClilluc _ IAC, SIIALt DOT RI Risimsmir FCM-IAN( DIIIAIf01f (11119 TRIS O[SIR6; Au[ IAILRt f4 �5,.S�T�17 1- 1o211oonly r 90111) la( Ind MS Ill COHFOSHAt(F KITH M; CH FA111TVATM.. IIAPuI IHS, $111PVIAf, iimA/L IfrG Ann i-7 :Uo�C1l38I5 t�O l Q T Al f RgAC1A. ar InMtsl s1"l� nr [r sa rnurm�r yi�� . n. ..,.... ���. ..... 93y L L n ")Si6A t�I1�1v�a v.. ?J1 CH u(u I1N(ij%14 L 511EIF7 Cl11OH 1991(SRO BP THE mRrCAN Tism AR10►AF1R A5511CIATIOP) ADO 1►I, u,tryl W+ lr+llf><7�`s I:QRNF CIoRS ARF fElnr (( tOCL ASTIR 465,3 ft,# 6?t1, Tim , ExcrPl IS uPIto. iPPI T COt-SPa ulli 10 Ur * TOT . LID. 37 .0 PSF SEAN 3 I77 E Ata IAEf rR63S, AIM Ilh 155 OlaCAT 1RHFSE IO[D "1111S OLSIrn. PHSIIIPP f:oNNECn1Rs 1191 w ORAYl"s 140 A 1_ Ir( s 4 rin uns IAiAFlsr limtkAlFs ACUPlxscl Pr Pnov(S61unA1 111SINrLNlRc Y UIfR. FRE. 1.25 fROi-1 IV Alpine Engilb cmd P(oduc[s, I1H _ RLSti�tSIBll_lli SOM I Son Im ln1ISS CDHPOPEII HL S[GV :iII11UN. Iq ,.mill Ola Awn till. or Ins LMltiGTIOS CA 95$28 COHF4Mtl1T c(O AHT PARTI61LAa ROIIDIM IS "r G13POISIRMIT Or iTY OHIIOIiG 01Sl6DF R, 1(R ANSIIIP11.l"S SCCTroD 2. SPACING 24-0" t:::����% :e c iJvvGenii icSFu[IY�c llj 1111SMIL; PI(E I'iullll E REIH CInIP111ER 11JP(II (LUMS 6 111 M. NSIIIKSI SDBMIIIIP n IRDS RI K. �. TDP CHORD 2x4 SPF IESOf-1-5E :T2 2x6 SPF 16501-1.5E: DEFLECTION MEETS LIM LIVE AND L/240 TOTAL LOAD. ED CV BOT CHDRO 2x4 SPF IESOf-L.5E m' WEBS 2x4 HF 5td[Stud 10 PSF 8C LIVE LOAD PER UBC. � (D:Lt Stubbed Wedge 2xJi SPF 1650f•1.5E: (D:-- ;R1 Stubbed kedge 2x6 SPF 1650f "1.5E: 11 HIP SUPPORTS 7-D-0 JACKS KITH ?ID WEDS, COMER SETS ARE CDIMNTIONALLY :.a " BUILDING DESIGNER 1S RESPONSIBLE FOR CONYENTIDIMAL FRATIING. FRnr1Eo. 1n CC Ld f - U CL' F- U) 11 Ld Cl - 1 --1 Ld 3 (n CD m CTI In m C14 m CD N ,W -I 00 CD LO ED v' m I a LO In I CD LD N i:;,; N m ED I --I \ 0 USE THIS MIG11 FOR COMON RIP TRUSSES 0 24" DC_ EXTETIO SIDPING TC OF TRUSS AND JACKS TO NIP RAFTER, SUPPORT EXTEF15IONS EVERY 7-.n rl TO FEAT TC. ATTAC4 2x4 IATFRAI nRArillr Tn FI AT TC @ 24- OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER II10.91 13.2.1(FIO.33), OR OUG. 13RCALHIP0699. SUPPORT II(P RAFTER KITH CRIPPLES AT 2-9-15 OC. 0- W3X5 % W4K8 (R) 41 Hbxts([ilI 11 W6X8(GL) 11 1' '• ' - I ! I � - I Dre.r 2 Supports R -I107 14=5.5" R=1107 11=5.5 - I -T- j 12 0-12 (}IOOOARO-THE }JDODAR© RESIDENCE - il) PLT TVP. Have TPI -95 Design Criteria: TP! STD UBC 19. ba CA 2 1 R Scale =.375" Ft, �� S[V icl EOTS '*HARUIgG" 11USM11 R1091RF RI[[14 Cia( )D (mICATIon. uA7011HC• S"IIIVPIHr.. IV.1.111 IS AYD $54.15Mid9',-mrr fltx1,T11anIrliC/1 flR41IHD- LEf(A 1n 1111) 91 LHAID/(rNc IIsmkIAC "it DnAtlllr;), l'011<IIID Bi IPI (IRu51 nAl[ TC EL 16.0 PSFffCAUSR79s 4001(3 IKS111DII _ $13 D-DUlFq 10 M.. SUITF 700• HAn ISDY, 111 i3f S4). r111 sms. PSA.IIUS 1416E LP PIRFD ":FG loan Fur[FIOD[. HHICss nnlFRivlsi ININCAIF1). InP C1UHD JIAU "AF( Plnl•LYld Sit ..FU '(� �� TC DL 14.0 PSF DATE14J02 S7gII�lUlll PSArt S. DOTrOII CK01D SOLI HM A PROWLS? AIIAr11111 RI.10 C[ ILIt6. iIIPnRi ANT" TuSHtsll A CD1T OF THIS VL5159 fO ,it INSIALIAIIHH GPNI RACI¢:i, (LI -IDI IH.11rlMh n 19 BL DL 7 .0 PSrPClilluc _ IAC, SIIALt DOT RI Risimsmir FCM-IAN( DIIIAIf01f (11119 TRIS O[SIR6; Au[ IAILRt f4 �5,.S�T�17 1- 1o211oonly r 90111) la( Ind MS Ill COHFOSHAt(F KITH M; CH FA111TVATM.. IIAPuI IHS, $111PVIAf, iimA/L IfrG Ann i-7 :Uo�C1l38I5 t�O l Q T Al f RgAC1A. ar InMtsl s1"l� nr [r sa rnurm�r yi�� . n. ..,.... ���. ..... 93y L L n ")Si6A t�I1�1v�a v.. ?J1 CH u(u I1N(ij%14 L 511EIF7 Cl11OH 1991(SRO BP THE mRrCAN Tism AR10►AF1R A5511CIATIOP) ADO 1►I, u,tryl W+ lr+llf><7�`s I:QRNF CIoRS ARF fElnr (( tOCL ASTIR 465,3 ft,# 6?t1, Tim , ExcrPl IS uPIto. iPPI T COt-SPa ulli 10 Ur * TOT . LID. 37 .0 PSF SEAN 3 I77 E Ata IAEf rR63S, AIM Ilh 155 OlaCAT 1RHFSE IO[D "1111S OLSIrn. PHSIIIPP f:oNNECn1Rs 1191 w ORAYl"s 140 A 1_ Ir( s 4 rin uns IAiAFlsr limtkAlFs ACUPlxscl Pr Pnov(S61unA1 111SINrLNlRc Y UIfR. FRE. 1.25 fROi-1 IV Alpine Engilb cmd P(oduc[s, I1H _ RLSti�tSIBll_lli SOM I Son Im ln1ISS CDHPOPEII HL S[GV :iII11UN. Iq ,.mill Ola Awn till. or Ins LMltiGTIOS CA 95$28 COHF4Mtl1T c(O AHT PARTI61LAa ROIIDIM IS "r G13POISIRMIT Or iTY OHIIOIiG 01Sl6DF R, 1(R ANSIIIP11.l"S SCCTroD 2. SPACING 24-0" WEI PEI STRUCTURAL ENGINEERS, INC. S tructural/S eismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax::(909) 937-0120 November 21, 2001 WPSE . ob #: 1113 pevr SC p FER �� b 01 /1 3/02 Structural Calculations for Stewart and Renee Woodard Residence at La Quinta Polo Estates, La Quinta, CA 9221 For CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION IDATE `ABBY The Woodard Group 51-370 Avenida Bermudas, Suite 6 La Quinta, CA 92253 WEI PEI STRUCTURAL ENGINEERS, INC. Wei Pei, P.E., S.E. President i� ALLOW. UNIFORM LOAD FOR BEAMS (D.F.#2 for 4x and D.F.#1 for 6X and 8X) (PER UBC-91. CHECKED Fb, Fv, AND DEFL. OF L/240)(eLF) i L(ft)-> 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 SIZE (125%, Cd=1.25)CpLF) 24 25 2-2x6 738 574 398 293 224 177 143 111 86 67 54 44 36 30 25 22 18 16 2-2X8 1014 783 638 469 359 284 230 190 160 136 117 1.00 83 69 58 49 14 12 11 9 2 .r .- m ,. 2-2x10 1361 1039 840 701 536 424 343 284 238 203 175 153 134 119 106 42 37 32 28 25 22 �o 2-2x12 1745 1315 1056 881 721 570 461 381 320 273 235 205 180 160 142 95 86 76 66 58 51 45 2-2x14 2173 1616 1286 1067 902 713 577 477 401 342 294 257 225 200 128 115 105 95 87 80 74 0 o C N 4X6 861 669 465 342 261 207 167 130 100 79 63 51 42 35 178 160 144 131 119 109 10092 w 4X8 1183 914 745 593 454 359 291 240 202 172 144 117 96 80 30 68 25 22 19 16 14 12 11 0 < a 4X10 1587 1212 980 823 682 539 437 361 303 258 223 194 171 151 135 58 49 43 37 32 29 25 N 4X12 2036 1535 1231 1028 883 731 592 490 411 351 302 263 231 205 183 120 103 89 77 67 59 53 c c 4X14 2536 1885 1500 1245 1065 922 747 617 519 442 381 332 292 258 164 148 134 122 112 103 95 ci. oM 70 4X16 3097 2266 1787 1475 1256 1093 968 818 687 585 505 440 386 342 230 207 187 169 154 141 130 119 y 305 274 247 224 204 187 172158 0' m 6X6 1210 944 770 566 433 342 271 204 157 123 99 80 66 55 46 40 34 6X8 1731 1336 1087 917 792 637 516 426 358 305 251 204 168 140 118 100 29 25 22 20 17 0Z 6X10 2307 1759 1421 1192 1027 902 804 725 646 551 475 414 341 284 240 204 86 175 74 65 57 50 44 s° m 6X12 2946 2217 1777 1483 1 �72)1114 991 892 812 744 687 606 533 472 421 361 151 131 115 101 89 17 cn 6X14 3659 2715 2158 1790 1530 1336 1185 1065 967 886 817 758 707 642 572 310 268 233 204 179 159 b 6X16 4459 3257 2565 2116 1800 1567 1387 1244 1128 1031 950 881 821 769 723 514 464 420 377 330 290 257 �' Z 6X18 5365 3850 3002 2461 2084 1808 1596 1429 1293 1181 1087 1007 938 877 824 667 777 602 735 546 687 497 455 418 385 CD N 626 573 526 485 8X8 2361 1821 1483 1250 1081 868 703 581 488 416 342 278 229 191 161 137 11.7 101 88 8X10 3146 2399 1938 1626 1400 1230 1096 932 783 668 576 501 441 388 327 278 238 206 77 68 60 8X12 4017 3023 2424 2022 1735 1519 1351 1217 1107 1015 937 827 726 644 574 493 422 179 157 138 122 8X14 4989 3702 2942 2441 2086 1821 1616 1453 1319 1208 1114 1034 964 875 780 700 632 365 573 317 278 244 216 r 8X16 6081 4441 3498 2885 2455 2136 1891 1696 1538 1407 1296 1201 11201048 986 910 821 745 513 678 449 396 350 8X18 7316 5250 4094 3355 2842 2465 2177 1949 1764 1611 1483 1373 1279 1196 1124 1060 1003 937 854 621 570 525 G 781 717 G(ol L(ft)-> 4 SIZE 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 \� (100%, Cd=1.00)( ('LF-) 2-2x6 2-2x8 590 459 627 319 234 179 142 -227 115 95 80 67 54 44. 36 30 25 22 18 16 14 12 11 9 -�A- 2-2x10 .811 511 375 287 184 152 128 109 94 82 72 64 57, 49 42 37 32 28 25 22 2-2x12 1089 831 672 561 429 339 275 227 191 163 140 122 107 95 85 76 69 62 57 52 48 44 y 1396 1052 844 705 577 456 369 305 256 218 188 164 144 128 114 102 92 84 76 70 64 59 2-2x14 1739 1292 1028 854 721 570 462 382 321 273 .236 205 180 160 143 128 115 105 95 87 80 74 4X6 688 535 372 273 209 165 134 111 93 79 63 51 42 35 30 25 22 19 16 14 12 11 �V 4X8 4X10 947 1270 731 970 596 •784 475 363 287 233 192 162 138 119 103 91 80 68 58 49 43 37 32 29 25 658 546 431 349 289 243 207 178 155 136 121 108 97 87 79 72 66 59 53 4X12 1629 1228 985 823 706 585 474 392 329 280 242 211 185 164 146 131 118 107 98 90 82 76 En � 4X14 2028 1508 1200 996 852 738 597 494 415 353 305 266 233 207 184 165 149 135 123 113 104 96 4X16 2477 1813 1430 1180 1005 875 775 654 550 468 404 352 309 274 244 219 198 179 164 150 137 127 o, 6X6 968 755 616 453 347 274 222 183 154 123 99 80 66 55 46 40 34 29 25 22 20 17 •�/` 6X8 1385 1069 870 733 634 509 413 341 286 244 210 183 161 140 118 100 86 74 65 57 50 44 6X10 1846 1407 1137 954 822 721 643 580 517 441 380 331 291 258 230 204 175 151 131 115 101 89 6X12 2357 1774 1422 1186 1018 891 793 714 649 595 550 485 426 378 337 302 273 247 225 204 179 159 R 0 6X14 2927 2172 1726 1432 1224 1069 948 852 774 709 654 606 566 513 458 411 371 336 307 280 258 237 rn rT �, 6X16 3567 2605 2052 1693 1440 1253 1109 995 902 825 760 705 657 615 578 534 482 437 398 364 334 308 Z 6X18 4292 3080 2402 1968 1668 1446 1277 1143 1035 945 870 806 750 702 659 622 588 550 501 458 421 388 8X8 1889 1457 1186 1000 864. 694 563 465 391 333 287 250 220 191 161 137 117 101 88 77 68 60 8X10 2517 1919 1550 1301 1120 984 877 746 627 534 460 401 353 312 279 250 226 205 179 157 138 122 8X12 3214 2419 1939 1618 1388 1216 1081 973 885 812 750 661 581 515 459 412 372 337 307 278 244 216 8X14 3991 2961 2354 1953 1669 1457 1293 1162 1055 966 891 827 771 700 624 560 506 459 418 382 351 324 8X16 4865 3553 2798 2308 1964 1709 1513 1357 1230 1125 1037 961 896 789 728 657 596 543 497 456 420 8X18 5852 4200 3275 2684 2274 1972 1741 1559 1411 1289 1186 loq$ 1o13 899 848 802 749 683 625 574 Sl� RAFTER/JOIST CAPACITIES (D.F. 02) UBC -97, fr=1.15 SIZE b d Fb (psi) Fv (psi) E (ksi) Mr ((k- Vr EI (10''6) (1(-IN"'2 1330 1250 (1150) (1000) (133°x) (1250) (1150) (1000-o) 2X4 1.5 3.5 1313 95 1600 513 482 443 385_ 509 478 440 382 8.6 2X6 1.5 5.5 1138 95 1600 1097 1031 948 825 799 751_ 691 601 3�3 2X8 1.5 7.25 1050 95 1600 1759 1653 1521 1322 1053 990 911 792 76.2 95 1600 6137 5768 5306 4614 -26 245_F__21 569.5 -1 T4-4- 1263 1162 1011 158.3 X1_ 1. 11. 5772 3348 1 00 3529 3316 3051 2653 1635 1536 1413 1229 284.8 2X14 1.5 13.25 788 95 1600 4408 4143 3812 3314 1925 1809 1665 1'448 465.2 2X16 11.5 1-S- 2-5-1 788 1 95 1600 1 5839 5488 50491 4391 2216 2083 1916 1666 709.3 BEAM CAPACITIES (D.F. #2 for 4x and D.F. (kl for 6X and 8X) UBC -97 SIZE b (") d (") Fb (psi) Fv E (psi) (ksi) Mr(((-' ) Vr (()) EI (10A6) ((k-IN�2) 1330 1251 1150) (100-06)(133%) (1250) (1150) (1000) 2-2x•6 3 5.5 1138 95 1600 1908 1793 1650 1434 1390 1306_ 1202 1045 66.6 2-2x2-2xB 3 7. 5 1 50 95 1600 3058 2875 2645 2300 1832 1722 1584 1378 152.4 2-2x10 3 9.251 963 95 1600 456.6 4291.,,a948 3433 2337 2197 2021 1758 316.6 2-2xl2 3 11.251 875 95 1600 6137 5768 5306 4614 2672 245_F__21 569.5 2-2x14 3. 13.251 789 95 1600 7676 7215 6637 5772 3348 2895 2518 930.5 4X6 3.5 5.5 1138 95 1600 2226 2092 1924 1673 1621 _31.47 1524 1402 1219 77.6 4X8 3.5 7.25 1138 95 1600 3867 3635 3344 2908 2137 2009 1848 1607 177.8 4X10 3.5 9.25 1050 95 1600 5808 5459 5022r4367 2727 2563 2358 2050 369.3 4X12 3.5 11.25 963 95 1600 7880 740 1 5 .3 17 3117 8 8 4 4.4X14 3.5 13.25 875 95 1600 9932 9334 8588468 3906 3671 3378 2937 1085.6 4X16 3.5 15.25 875 95 .1600 13156 12365 11376892 4496 4226 3881 3380 1655.1 6X6 5.5 5.5 1200 85 1600 3688 3466 3189 2773 2280 2143 1971 _1714 122.0 6X8 5.5 7.5 1 85 1 6858 6445 5930 5156 3109 2922 2688 2338_ 309.4 6X10 5.5 9.5-1350 85r1600,12378 11634 10703 9307 3.938 3701 3405 2961 628.7 6X1.2 5.5 11.5 1350 85 18139 17048 15684 13638 4767 4480 4122 3584 1115.3 6X14 5.5 13.5 1332 85 24663 23180 21326 18544 5596 5259 4839 4208 1804.3 6X16 5,5 16 5 1313 85 32024 30098 27590 24078h4?.5 6039 5555 4831. ?,7. ,17.5 1295 85 40293 37869 34840 30295 7254 683.8 6272 _5454 3930.2 8X8 7.5 7.5 1200 85 1600 9352 8789 8086 7031 4239 3984 _5047 3666 4643 3188 403$ 421.9 8X10 7.5 9.5 1200 85 1600 15004 14102 12973 11281 5370 _ 857.4 8X12 7.5 11.5 1350 85 1.600 24735 23 24721387_18598 25287 6500 6109 5621 4888 1520.9 8X14 7.5 13.5113321 85 1600 33632 31609 29080 7631 7172 6598 5738 2460.4 BX16 15.5 1312 85 1600 43669 41043 37759 32834 8761 8234 7576 6588 3723.9 8X1.8.5 T.5 17.5 11295185 1600 54945 151640 147509 :fl_3lTj 9892 9297 18553 1 7438 1 5359.4 n 0 Ic 1J tJ ,n C. d o .. a k o' C) Wy J N J O tJ z m m w cn z 9 a - v JL 72 Q U r 171 ALI...OWoRLF I ()ODS FOR TTMnFR COLUMN, ( t;TPc ) UT--�-,c-qI o/q ! Lf_NGTII OF COLUMN '= COL 2X4 4 2.3 5 1.5 6 1.1 7 8 9 10 11 12 14 -- 16 18 2_U 22 24 26 7_s 30 :3Z 2X6 3.6 2.4 1.7 2X8 4.7 3.1 2 .2 k < 5 (- U M � 2X10 2X12 5.9 7.2 3 .9 4.8 2.8 3.4 � �� �-��j10� LU rjSV-K: PrL � 2 a 2X14 8.4 5.6 4 i 3X3 6 4.4 3.3 2.5 1.9 1.5 1.3 {��sl WGLI ��: j�r-L I 3X4 8.4 6,2 4.1 3.5 2.7 2.2 1.8 3X6 12 .9 9 .6 7. 1 5.4 5 .4 4.2 3 .4A28 �' W C- - 6�; ��� # I 3X8 16.7 12.5 9.4 7.1 5.6 4.53X10 20.8 15.8 11.8 9.1 71 5.73X12 25.3 192 144 11 86 6.9 4X4 15.4 1:3.2110.8 8.7 7 5.7 4.7 3.9 3.3 2.5 : 4X6 23.3 20.2 16.7 13.5 10.9 8.9 7.3 6.1 5.2 3.'9 4X8 29.6 25.9 21.6 17.5 14.2 11.6 9.6 8.1 6.9 5.1 - 4X10 36.4 32.127 22.1 18 14.7 12.2 10.3 8.7 6.5 4X12 44.2 39.1 32.9 26.9 21.9 17.9 14.9 12.5 10.6 7:9 4X14 47.8 43 36.9 30.7 25.2 20.8 17.3 14.6 12.4 9.3 4X16 55 49.5 42.5 35.3 29 23.9 19.9 16.8 14.3 10.7 -6X6 29.2 28.5 27.6 26.4 24.8 23 21 18.9 16.9 13.4 10.7 8.7 7.2 6X8 39.8 38.9 37.6 36 33.9 31.4 28.6 25.8 23 18.3 14.6 11.9 9.8 8.2 6X10 46.8 45.8 44.5 42.7 40.5 37.8 34.8 31.6 28.4 22.8 18.3 14.9 12.3 10.3 6X12 56.6 55.4 53.8 5:1.7 -CO-7 49 45.8 42.1 38.3 34.4 27.6 22.2 18.1 14.9 12.5 6X14 66.5 65.1 6 3 . T 57.5 53.7 49.4 44.9 40.4 32.4 26.1 21.2 17.5 14.7 6X16 76.3 74.7 72.5 69.7 66.1 61.7 56.8 51.6 46.4 37.2 29.9 24.4 20.1 16.8 8X8 55.254.6 53.8 52.8 51.6 50 48.2 46 43.5 38 32.4 27.4 23.1 19.7 1.6.9 14.6 12.7 11.2 8X10 70 b'�.2 68.2 66.9 65.3 63.3 61 58.2 55:1 48.1 41 34.7 29.3 24.9 21.4 18.5 16.1 14.1 8X12 78.5 77.7 76.6 75,3 73.7 71.7 69.4 66.6 63.4 56 48.3 41.1 35 8 , 9,4 17 8X14 92.1 91.2 90 88.4.86.5 84.2 81.4 78.1 74.4 65.8 56.7 48.3 41.1 35 30.1 26.1 22.8 20 106 105 1O': 102 99 97 93 90 85 76 65 55 47.1 40.2 34 ' 9.9 26.1 23 10X10 89 89 80 87 86 85 83 81 79 74 67 60 52.9 .6 46.:3 40.5 35.5 31.3 17.7 14.7 1OX12 1 OX 14 108 117 107 17 1.06 105 104 -1113 102 100 98 96 89 81 73 64 1 49 43 37.9 33.5 29.` 116 1..1.5 112 110 108 105 99 9.1. 82 7:3 64.11 56.6 19.8 4 4 39 34.n 10X16 135 134 133 132 130 128 126 124 121 113 104 94 83.9 74 65 57.2 50.5 44.8 39.9 1OX18 152 151 150 1.49 147 145 142 140 136 128 118 106 94.7 83.5 73.4 64.6 57.1 50.6 45.1 12X12 131 131 130 129 1.28 127 125 124 122 117 111 104 95.7 87 78.4 70.3 62.9 56.4 50.6 12X14 154 153 153 152 150 149 147 145 143 137 130 122 112 102 92 83 74 66 59 12X16 164 :163 162 161 160 159 157 155 153 148 141 133 123 11:3 103 93 83 75 67 12X18 185 .184 183 J.02 .181 179 177 175173 167 159 150 139 12x3 11E, 104 94 85 76 12X20 206 2_05 204 2U:� 201 200 198 1911 192 186 177 16 142 1 129 1.16 lU5 94 85 - 4 I 5 6 7 8 9 l0 .l .1 .1.2 1.4 16 1.8 20 2_.2 24 ?F, 213 ��p 3 - WEfPE1 STRUCTURAL ENGINEERS, INC. ' ��Structural/Seismic/Forensic 931 W. Holt Blvd.. Suite D4, Ontario. CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet= - WPSET.N: By: Date: SHEAR WALL SCHEDULE 5/8"0 AE. 16d SINKER (1997 UBC, SETS. ZONE 3 & 4) SPAC'G O SOLE PL. SPAVC Q1/2" DRYWALL WITH 50 COOLER NAILS AT 7" 100#/' 480/C 12"0/C O.C. ALL EDGES AND FIELD (TABLE 25-1—OF UBC) Q 5/8" DRYWALL WITH 60 COOLER NAILS AT 7-' 100#/' 48'0/C 12"0/C O.C. ALL EDGES AND FIELD (TABLE 25-1 OF UBC) 4 1/2" DRYWALL WITH 50 COOLER' NAILS AT 4' 125#/' 48 "0; C 12 "O/C O.C. ALL EDGES AND FIELD (TABLE 25-1 OF UBC) Q5/8" DRYWALL WITH 50 COOLER NAILS AT 4' 125/x/' 48"0/C 12"O/C O.C. ALL EDGES AND FIELD (TABLE 25-1 OF UBC) Q5/8" BLOCKED DRYWALL WITH 50 COOLER NAILS AT 4" O.C. ALL EDGES, BLOCKING AND 150#/' 48-0;C 10"O/C FIELD (TABLE 25-1 OF UBC) Q5/8" BLOCKED DRYWALL WITH 6d COOLER NAILS AT 4' O.C. ALL EDGES, BL=OCKONG AND 175#/' 48"0/C 8"0/C FIELD (TABLE 25-1 OF UBC) Q7/8' STUCCO OVER PAPER—BACKED LATH WITH 16 GAUGE STAPLES AT 6" b.C. AT TOP 180#/' 48"O;C 8"O/C AND BOTTOM PLATES, EDGE OF SHEAR WALL, 6" O.C. FIELD (TABLE 25-1 OF UBC) Q7/8" STUCCO OVER PAPER—BACKED LATH WITH 16 GAUGE STAPLES AT 3" O.C. AT TOP 260//' .-48-O.'C 6"0/C AND BOTTOM PLATES, EDGE OF SHEAR WALL AND ON FIELD (ICBO #1254 OR EQUAL) Q3/8" APA RATED PLYWD/OSB WITH 8D NAILS 6 0/C. AT EDGES AND 12" O.C. 260#/' :48"0,'C 6"O/C FIELD (TABLE 23-11-1-1 U8C) Q3/8" APA RATED PLYWD/OSB WITH 8D NAILS AT 4" O.C. AT EDGES AND 12" O.C. 380{/' 40"0,'C 4"0/C FIELD (TABLE 23—D-1-1 UBC) AT RED 1 WITH 80 NAILS 3" O.C.ATEDGES A 4909/' 32"0,'C 3"0/C FIELD (TABLE 23-11-1-1 UBC) Q15/32- STRUCTURAL I PLYWO/OSB WITH 10d NAILS AT 3" O.C. AT EDGES AND 665#/' 24"0'C 2"0/C 12" O.C. FIELD (TABLE 23-9—I-1 UBC) Q15/32" STRUCTURAL I PLYWD/OSB WITH 10d NAILS AT 2" O.C. AT EDGES AND 870#/' 16"0,'C 1 1 /2"0/C 12" O.C. FIELD (TABLE 23-9-1-1 UBC) STAG'D NOTES 1. 50% REDUCTION HAS BEEN CONSIDERED FOR SHEAR WALL TYPE 2 THROJGF 7 FOR SEISMIC LOADING IN CALCULATIONS. 2. WHERE PLYWO00/OSB IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN 6" O.C., PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. 3. FOR SHEAR WALLS 11, 12, 13, AND 14 PROVIDE A MIN. OF A SINGLE 3X MEMBER AT FOUNDATION SILL PLATES & ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS SHALL BE STAGGERED. PROVIDE 2X MEMEERS OTHERWISE. 4. 2"x2"x3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT. (UBC SECT. 1806.6.1) 5. DISTANCE FROM FIRST ANCHOR BOLT TO SHEAR PANEL END OR SILL PU.TE END SHALL BE NO MORE THAN 12"' NOR - LESS THAN 4-3/8". WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 31 W. Holt Blvd., Suite D4; Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 DESIGN LOADS: FLAT ROOF: DL= BUILT-UP ROOF'G 3.0 PSF PLYWD 2.5 PSF FRAM'G 4.0 PSF INSL. 1.0 PSF CEIL'G 4.0 PSF MISC. 1.5 PSF DL=16 PSF LL=20 PSF TL=36 PSF DL= . ROOF'G 3.0 PSF PLYWD 2.5 PSF FRAM'G(16" TJI @12" O/C)4,.O PSF BLOCKING A� ­ PSF INSL. 1.0 PSF CEIL'G 4.0 PSF MISC. 1.17 PSF DL=16 PSF LL= jLPSF TL=28 PSF , Sheet:/'. Q, WPSE J.N.: `T By: -T, s Date: p /o L fes& O/ 13/0Z U F eq ROOF OAP 19L_ 'sr t 4 FST — ✓� l.= 2 a psi SEIS.: ZONE 4, SOIL PROFILE TYPE: Sd, Na=1.03, Ca=(0.44)(1.03)=0.484 SEISMIC FORCE: 0 VV WIND: 70MPH, EXP."C" P=17.4 PSF @15' P=18.5 PSF @20' P=19.5 PSF @25' WEI PEf STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 R©bF TOIs- VEe2l �N Sheet: Z WPSE J.N.: By: J, 7— Date: Date: 1 J/ O 1 Q ° t1l3 /0 Z T a I �R-F- p 7jJ�L:6 ojw, f T `A// f z ,� sib t,C © OJ V G�ror_b SLo c S Y� P �R. Fv o T pest Cin/ LOA, n _ ( L L -+PL ) lz o % Z ALLo-WI 3LE LaA, �,D = B-7rL,I oK L LowP SPA = 311)' —Olt ALLo-\-1A3L&.- -LoA,.o = -r_a-2- PSf 01 p,4 -,. T1Z/leo R/7' I z'� °/G v°�/ p�PT H SPA = 311)' —Olt ALLo-\-1A3L&.- -LoA,.o = -r_a-2- PSf 01 WEI PEI STRUCTURAL ENGINEERS, INC. 1 Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 #6&7 QUESTIONS: ARCH ROOF: LL=12 PSF PER UBC -97 TABLEY6- DEAD LOAD: PER -FAB TRUSS 4.0 PSF OTHER DL(FLAT ROOF) 16.0 PSF DL=20 PSF LL=12 PSF TL=32 PSF TJI SPAN: 28'-0" DESIGN LOAD W=(32)(2)=64PLF &LOWABLE LOAD PER TH SPEC =87 PLF, OK! Sheet:2 "1 WPSE J.N.: f1 13 ByJ z , S Date: p ( /oL vI�e' j07- WEI PEI STRUCTURAL ENGINEERS, INC. . S tructuraL/Seismic/Forensic 931 W. Hoit Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 13 t-1 oEsl4 n/ '—> AT MASTeP (�> NOT 09--'D <Da AT 6tARA� E 2,13 Ie 217-3k Sheet: :J WPSE J.N.: ! 13 By: T, 2 , S Date: 1 Pl I w— 36x2o/z+-10, +,t/2= 383rLF 1S �67, 6 2 7, s /2 = 4q-�- PL F . USE 6x 12 i WEI PEI STRUCTURAL ENGINEERS, INC. S tructural/S ei smic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 R7 MA,5-r7t-p 6tp�M w aT 4 M P 255' 2,4 K 2 .Z ►C C% AT LI\/in/� P -"M A 0.1K- (�l 0,1 K. Sheet: + WPSE J.N.: By: -T, 2 , S Date: 11 A21 1 Usk S /4'►� 3 °9 w ► =-3 6 X' 2 =7 2 ?Lf 2-7 �'LT u5t— ��'x ('=L OJT L w=�6�C��`'lz )_ jog L� Use 3 1/2 "-/ c -1 7/0 ', P L— L_ x,70 Z4�- WEI PEI STRUCTURAL ENGINEERS, INC. S tructural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 6K A -r Mid I A Pa o " PA Sheet: E WPSE J. N.: By: T, 27 , S Date: ] I o l w, _ �oXZ= 4or-r (L L) Vvt _ 4 6 "(0 2-/z + 0= 2.711 PIT 26x(32/2 -ti) IZV 76G DL °bo (LL) 5'3 16o-11 (DL) �7- = �� u.S�-- TS L AT M C-01 4 ROOM a1IL f P• PL w,. 41 Z ► � 61� s I Z, "A 178 Z��l oKl .2-oX2—=140pLF CL L) Uy,_ {&x (3yz+ I).= Z7 z PLP 2 VK (3 ZAt i/�-- Q V-° p(T �3 P4 _ 6� 12.y, V -/z- azo A 6 /?=azo L -769 Ile uot. 6o0# P4 _ 6� 12.y, V -/z- azo A 6 /?=azo L j WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 A7 MU -01A p-eoM to > AT ME P [Ar p-° oM w, 1,13K ���-22 K Sheet: 67 WPSE J.N.: I I Date: I i p cc -1 I _ ►6x -�/2- =3z #-/I (°�) Zoic L1z=!0 *�/► (CL) w,= I b-.b(z = 4$ #/ ( PL) zu.,�. 61z - 66:'11j (LL) 0SE 3 1/2-1'X I4 -'r P—L A= I,Sg2 = WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic - 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: 7 WPSE J.N.: I l 13 By: 7. 2' 5 Date: 11/01 (o L 1� RT Li v?IV ROOM Zvi zozZ= 40 PLF CLL) bx IAF z►, w3 =w, P3PLS 6 x 6�2 K 162 = 3 S(F 201<6(2�� b/1 = oo 1 41 S l zr 20 x Z><16p k K 166 . 06 tJSE -Ts L a �l WEI- PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 0 AT mc -DIA P -M ►a AT cLosr T V\/ 3,�K r� 3 -3 K Sheet: 8 WPSE J.N.: It �3 By: J % Z , S Date: p / O wI =36,C4,S/z+ IOK41), = ('0I PLT o,d L le =0 K11 � 99s- USE TS g -A 0, ;,/' 6 WEI PEI STRUCTURAL ENGINEERS, INC. 1�1 Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 <':'>'- AT cLoSe, AT k,-ruHEN Sheet: WPSE J.N.: 1 I I By: 7 . Z.5 Date: i 1 j b I w ��K (2-10 = 21� FL F v5-[- � V, ")< I1'/ " �;,L d-o,79s - L. — 4ZL �a,o�l 302 'r w = l X Zspa = 1+.m ?LF V st '/�- �/g : L WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Da -=e:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION » 1113 >> BM1 ---------------------------I --- Span 1 -1 --Span 2 -1 --Span 3 -1 --Span 4 -1 --Span 5 -1 --Span 6 -1 --Span 7 -1 --Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 8 END FIXITY..... Lftj 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rtj 1 1 1 1 1 1. 1 1 AISC SECTION ---------->> 1TS8x6x3/16 None None None None None None None --- CALCULATED VALUES -- --I---------- I --------- --------- --------------------------------------------- Fb - Allowable psil 21,600 fb - Actual psil 3,143 fv - Actual psil 1,021 Moment m Left ft-kj 11 Right ft-kj Max. Mom. 0 Mid -Span ft-kj 3.1 X -Dist ftj 4.00 Shears: Left kj 1.53 Right kj 1.53 Reactions: Left: Dead kj 1.5 Live kj Total ki 1.5 Right:Dead kj 1.5 Live kj Total ki 1.5 Max. Defl. 0 Mid Span ink -0.026 X -Dist ftj 4.000 ---- BEAM DESIGN DATA ----- I ---------- ------------------------------------------------------ ---------i UNBRACED LENGTH ftj Fy ksil 36 36 36 36 36 36 36 36 SECTION AREA in -21 5.02 BEAM DEPTH ink 8.00 BEAM WIDTH inj 6.000 FLANGE/WALL THICKNESS inj 0.188 WEB THICKNESS inj 0.188 I -XX in"4 46.799999 I -YY in^4130.100000 rT, X:Bar, y, LL Spacing ------ APPLIED LOADS ------ I ---------- --------- --------- --------- --------- --------- --------- --------- USE LL THIS SPAN? Y/NJ Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.383 LL klfl PARTIAL....... DL klfl LL klfl X -Left ftj X -Right ftj TRAP.... DL 0 Left k/ftj DL ® Right k/ftj LL ® Left k/ftp LL 0 Right k/ftj X -Left ftp X -Right ftp . rJ WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** -------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM4 ---------------------------I --- Span 1--j--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6-1 --Span 7--j--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftp 25 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH inj 5.25 BEAM DEPTH ink 11.88 ---- CALCULATED VALUES ----I ---------------------------------------------------------------------------------------- F'b - Modified Allow. psil 3,625 fb - Actual psil 1,230 F'v - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 44.81 Moment ® Left in-kj " Right in-kj Max. Mom. ® Mid -Span in-kj 151.9 X -Dist ftj 12.50 Shears: Left kj 2.03 Right kj -2.03 Reactions: Left: Dead kj 2.03 Live kj Total kj 2.03 Right:Dead kj 2.03 Live kj Total kj 2.03 Max. Defl. G Mid Span inj -0.970 X -Dist ftp 12.50 ------- DESIGN DATA ------- I ----------- ---------- ---------- ---------- ---------- ---------- ---------- --------- Le: Unsupported Length ftj Fb - BASIC ALLOW. psis 2,900 Fv - BASIC ALLOW. psis 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- ----------- ---------- ---------- ---------- ---------- ---------- ----------I---------I USE LL THIS SPAN? Y/Nj 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 162 LL pifj PARTIAL...... DL plfl LL plfj X -Left ftj X -Right ftp TRAP.... DL ® Left #/ftj DL ® Right #/ftj LL O Left #/ftp LL ® Right #/ftj X -Left ftj X -Right ftj POINT........ .DL #1 LL #1 X -Dist. ftj (Z WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC./FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Daze:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM5 ---------------------------I ---Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--j--Span 7--I--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 25.5 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH ink 5.25 BEAM DEPTH in-1 14.00 ---- CALCULATED VALUES ----I--------------------------------------------------- ------------------------------------- F'b - Modified Allow. psis 3,563 fb - Actual psil 1,297 F'v - Modified Allow. psil 362.50 fv (actual) - 1.5 psis 48.04 Moment ® Left in-kj " " Right in-kj 0.0 Max. Mom. ® Mid-Span in-kj 222.5 X-Dist ftj 13.09 Shears: Left kj 2.17 Right kj -2.44 Reactions: Left: Dead kj 2.17 Live kj Total ki 2.17 Right:Dead kj 2.44 Live ki Total ki 2.44 Max. Defl. ® Mid Span inj -0.878 X-Dist . ftj 12.92 ------- DESIGN DATA ------- I----------- ---------- ----------------------------------------------------------- Le: Unsupported Length ftl Fb - BASIC ALLOW: psil 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS------- I------------------------------- ---------- ------------------------------I---------I USE LL THIS SPAN? Y/NJ 1 1 1 1 1 1 1 1 UNIFORM...... DL Plfj 72 LL plfl PARTIAL...... DL plfl 198 LL plfl X-Left ftj 7.00 X-Right ftl 21.00 TRAP.... DL O Left #/ftp DL ® Right #/ftj LL ® Left #/ftj LL ® Right #/ftj X-Left ftj X-Right ftp POINT........ DL #1 LL #1 X-Dist. ftl .WEI-PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMI_C/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------- Page DESCRIPTION >> 1113 >> BM6 ---------------------------I --- Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftI 16 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inI 3.5 BEAM DEPTH inI 11.88 ---- CALCULATED VALUES ----I-------------------------------------------------------------------------------------- F'b - Modified Allow. psil 3,625 fb - Actual psil 504 F'v - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 27.43 Moment 0 Left in-kI " " Right in-kl Max. Mom. G Mid-Span in-kl 41.5 X-Dist ftl 8.00 Shears: Left kl 0.86 Right kI -0.86 Reactions: Left: Dead kI 0.86 ' Live kI Total kl 0.86 Right:Dead kI 0.86 Live kl Total kl 0.86 Max. Defl. 0 Mid Span inI -0.163 X-Dist ftl 8.00 ------- DESIGN DATA ------- I-----------I----------I----------I----------I----------I----------I----------I---------I Le: Unsupported Length ftl Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS------- I.-----------I----------I----------I----------I----------I----------I----------I---------I USE LL THIS SPAN? Y/NI 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 108 LL plfl PARTIAL...... DL plfl LL plfl X-Left ftI X-Right ftI TRAP.... DL ® Left #/ftI DL Q Right #/ftI LL ® Left #/ftI LL ® Right #/ftl X-Left ftI X-Right ftI POINT........ DL #I LL #I X-Dist. ftl J4 WEI PEI STRUCTURAL ENGINEERS', INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1127 >> BM,' 7 --------------------------- I --- Span 1 -I --Span 2 -1 --Span 3 -I --Span 4 -I --Span 5 -1 --Span 6 -I --Span 7 -I --Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftl 25 12 25 12 END FIXITY..... Lft] 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 RtI 1 1 1 1. 1 1 AISC SECTION ---------->> ITS12x6xl/4TS8x6x1/4 None TS12x6x1/4TS8x6xl/4 None None None --- CALCULATED VALUES -----I----------I---------I---------I---------I---------I---------I---------Q--------- Fb - Allowable psi] 30,360 30,360 30,360 30,360 fb - Actual psil 19,165 9,201 20,384 4,600 fv - Actual psil 2,412 800 2,335 400 Moment 0 Left ft-kl -11.5 -5.8 " Right ft -k] -11.5 -5.8 Max. Mom. ® Mid -Span ft-kI 42.9 45.6 X -Dist ftI 11.67 12.00 Shears: Left kl 5.90 1.60 6.13 0.80 Right kl 7.24 0.32 7.01 0.16 Reactions: Left: Dead kl 2.6 4.1 2.6 4.1 Live kl 3.3 4.8 3.5 3.7 Total kl 5.9 8.8 6.1 7.8 Right:Dead kl, 4.1 4.1 Live kl 4.8 3.7 Total kl 8.8 7.8 Max. Defl. O Mid Span in] -0.996 0.920 -1.079 1.344 X -Dist ftl 12.167 12.000 12.333 12.000 ---- BEAM DESIGN DATA ----- I----------I---------I---------I---------I---------I---------I---------I---------I UNBRACED LENGTH ftl Fy ksil 46 46 36 46 46 36 36 36 SECTION AREA in"21 8.59 6.59 8.59 6.59 BEAM DEPTH inl 12.00 8.00 12.00 8.00 BEAM WIDTH inl 6.000 6.000 6.000 6.000 FLANGE/WALL THICKNESS inl 0.250 0.250 0.250 0.250 WEB THICKNESS inl 0.250 0.250 0.250 0.250 I -XX in^41 161 60.099998 161 60.099998 I -YY in^4155.200000 38.599998 55.200000 38.599998 rT, X:Bar, y, LL Spacing I ------ APPLIED LOADS ------ I ---------- I---------I---------I--------- I---------]---------I---------I---------I USE LL THIS SPAN? YIN] Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.036 0.036 LL klfl 0.04 0.04 PARTIAL....... DL klfl 0.236 0.236 LL klfl 0.3 0.3 X -Left ftl 5.5 5.5 X -Right ftl 20.5 20.5 TRAP.... DL ® Left k/ftl DL 0 Right k/ftl LL 0 Left k/ft] LL 0 Right k/ft] X -Left ft] X -Right ftl WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsrigr Da=e:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS POINT'........ DL kj 0.768 0.32 0.768 0.32 LL kj 0.96 0.32 0.96 X -Dist. ftj 5.5 4 5.5 4 DL kj 0.512 0.32 0.512 0.32 LL kj 0.64 0.32 0.64 X -Dist. ftj 20.5 8 20.5 8 DL k1i 0.16 0.16 0.16 0.16 LL kj 0.16 0.16 0.16 X -Dist. ftl 25 12 25 12 DL kj LL kj X -Dist. ftj MOMENT....... DL ft-ki LL ft-kj X -Dist. ftj ------ QUERY VALUES ------- I ---------- --------- --------- --------- --------- ------------------ ---------i Location ftj Shear kj 5.90 1.60 6.13 0.80 Moment ft-kj -0.00 -11.52 -0.00 -5.76 Deflection inj WEI PEI STRUCTURAL ENGINEERS, INC. Title-: --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1127 >> BM8 ---------------------------I --- Span 1 -I --Span 2 -I --Span 3 -I --Span 4 -I --Span 5 -I --Span 6 -I --Span 7 -I --Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftl 25 12 25 12 END FIXITY..... Lftl 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rti 1 1 1 1. 1 1 AISC SECTION ---------->> ITS12x6xl/4TS8x6x1/4 None TS12x6x1/4TS8x6xl/4 None None None --- CALCULATED VALUES -----I---------- I ---------I--------- I--------- I---------I---------I--------- --------- Fb - Allowable psil 30,360 30,360 30,360 30,360 fb - Actual psil 16,844 18,401 19,165 9,201 fv - Actual psil 2,672 1,600 2,519 800 Moment ® Left ft-kI -23.0 -11.5 " 11 Right ft-kl -23.0 -11.5 Max. Mom. Mid -Span ft-kl 37.7 42.9 X -Dist ftl 10.83 11.67 Shears: Left kl 5.44 3.20 5.90 1.60 Right kl 8.02 0.64 7.56 0.32 Reactions: Left: Dead kl 2.4 5.3 2.4 5.3 Live kl 3.1 6.0 3.5 3.9 Total kl 5.4 11.2 5.9 9.2 Right:Dead kl 5.3 5.3 Live kl 6.0 3.9 Total k I 11.-2 9.2 Max. Defl. 0 Mid Span inl -0.832 0.061 -0.996 0.920 X -Dist ftl 11.833 12.000 12.167 12.000 ---- BEAM DESIGN DATA ----- I----------I---------I---------I---------I---------I---------I---------I---------I UNBRACED LENGTH ftl Fy ksil 46 46 36 46 46 36 36 36 SECTION AREA in"21 8.59 6.59 8.59 6.59 BEAM DEPTH inl 12.00 8.00 12.00 8.00 BEAM WIDTH inl 6.000 6.000 6.000 6.000 FLANGE/WALL THICKNESS inI 0.250 0.250 0.250 0.250 WEB THICKNESS inl 0.250 0.250 0.250 0.250 I -XX in"41 161 60.099998 161 60.099998 I -YY in -4155.200000 38.599998 55.200000 38.599998 rT, X:Bar, y, LL Spacing I ------ APPLIED LOADS ------I---------- I---------I---------I--------- I---------I---------I---------I---------I USE LL THIS SPAN? Y/NI Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.036 0.036 LL klfl 0.04 0.04 PARTIAL....... DL klfl 0.236 0.236 LL klfl 0.3 0.3 X -Left ftl 5.5 5.5 X -Right ftl 20.5 20.5 TRAP.... DL ® Left k/ftI DL Q Right k/ftl LL ® Left k/ftl LL ® Right k/ftl X -Left ftl X -Right ftl WEI PEI STRUCTURAL ENGINEERS, INC. Title r7 --STRUCTURAL/SEISMI.0/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS POINT........ DL k1 0.768 0.64 0.768 0.64 LL ki 0.96 0.64 0.96 X -Dist. ftp 5.5 4 5.5 4 DL kj 0.512 0.64 0.512 0.64 LL kj 0.64 0.64 0.64 X -Dist. ftp 20.5 8 20.5 8 DL kj 0.32 0.32 0.32 0.32 LL kj 0.32 0.32 0.32 X -Dist. ftp 25 12 25 12 DL kj LL kj X -Dist. ftj MOMENT....... DL ft-ki LL ft-ki X -Dist. ftj ------ QUERY VALUES ------- I ---------- --------- --------- --------- ---------------------------u---------I Location ftp Shear kj 5.44 3.20 5.90 1.60 Moment ft-kj -0.00 -23.04 -0.00 -11.52 Deflection inj WEI PEI STRUCTURAL ENGINEERS, INC. Title �8 --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> SM9 ---------------------------I --- Span 1--I--Span 2--I--Span 3--j--Span 4--I--Span 5--I--Span 6--I--Span 7--I--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftp 32 ' END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH in] 3.5 BEAM DEPTH irfl 14.00 ---- CALCULATED VALUES ----I----------------------------------------------------- ---------------------------------- F'b - Modified Allow. psil 3,563 fb - Actual psil 967 F'v - Modified Allow. psil 362.50 fv (actual) - 1.5 psil 32.91 Moment ® Left in-kj Right in-kj Max. Mom. ® Mid -Span in-ki 110.6 X -Dist ftl 16.00 Shears: Left kj 1.15 Right kj -1.15 Reactions: Left: Dead kj 0.51 Live kj 0.64 Total ki 1.15 Right:Dead kj 0.51 Live kj 0.64 Total kj 1.15 Max. Defl. ® Mid Span inj -1.061 X -Dist fti 16.00 ------- DESIGN DATA -------I----------------------------------------------------------------------- --------- Le: Unsupported Length ftj Fb - BASIC ALLOW. psis 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ---------- ---------- ---------- ---------- ----------I------------------- USE LL THIS SPAN? Y/NJ 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 32 LL plfl 40 PARTIAL...... DL plfj LL plfj X -Left ftp X -Right ftj TRAP.... DL 0 Left #/ftj DL 0 Right #/ftj LL ® Left #/ftp LL 0 Right #/ftj X -Left ftj X -Right ftp POINT........ DL #1 LL #) X -Dist. ftj WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 » BM10 ---------------------------I --- Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--I--SFan 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftI 32 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 RtI 1 1 1 1 1 1 1 1 BEAM WIDTH inI 3.5 BEAM DEPTH in -1 14.00 ---- CALCULATED VALUES ----I ------------------------•----------------------------------------------- ---------------- F'b - Modified Allow. psil 3,563 fb - Actual psil 1,451 F'v - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 49.37 . Moment 0 Left in-kl 11 " Right in-kl Max. Mom. 0 Mid -Span in-kl 165.9 X -Dist ftl 16.00 Shears: Left kl 1.73 Right kl -1.73 Reactions: Left: Dead kl 0.77 Live kl 0.96 Total kl 1.73 Right:Dead kl 0.77 Live kl 0.96 Total kl 1.73 Max. Defl. 0 Mid Span inl -1.592 X -Dist ftl 16.00 ------- DESIGN DATA ------- I -----------I----------I----------I----------I----------I----------I----------I---------I Le: Unsupported Length ftl Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 11800 1,800 1,800 1,800 _ 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I -----------I----------I----------I----------I----------I----------I----------i---------I USE LL THIS SPAN? Y/NI 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 48 LL plfl 60 PARTIAL...... DL plfl LL plfl X -Left ftl X -Right ftl TRAP.... DL @ Left #/ftl DL ® Right #/ftl LL @ Left #/ftl LL ® Right #/ftl X -Left ftl X -Right fti POINT........ DL #I LL #I X -Dist. ftl 2.0 WEI-PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1127 >> BM11 ---------------------------I --- Span 1 -1 --Span 2 -1 --Span 3 -1 --Span 4 -1 --Span 5 -1 --Span 6 -1 --Span 7 -1 --Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH fti 25 12 25 12 END FIXITY..... Lftj 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rtj 1 1 1 1. 1 1 AISC SECTION ---------->> ITS12x6xl/4TS8x6x1/4 None TS12x6x1/4TS8x6xl/4 None None None --- CALCULATED VALUES-----I---------- I------------------ I --------- I---------I---------I--------- --------- Fb - Allowable psil 30,360 30,360 30,360 30,360 fb - Actual psil 10,425 4,600 11,036 2,300 fv - Actual psil 1,353 400 1,315 200 Moment Left ft-kj -5.8 -2.9 " " Right ft-ki -5.8 -2.9 Max. Mom. 0 Mid -Span ft-ki 23.3 24.7 X -Dist ftj 11.67 12.00 Shears: Left kj 3.41 0.80 3.52 0.40 Right kj 4.06 0.16 3.95 0.08 Reactions: Left: Dead ki 1.5 2.2 1.5 2.2 Live ki 1.9 2.6 2.0 2.1 Total kj 3.4 4.9 3.5 4.3 Right:Dead kj 2.2 2.2 Live kj 2.6 2.1 Total ki 4.9 4.3 Max. Defl. 0 Mid Span inj -0.546 0.540 -0.588 0.750 X -Dist ftj 12.167 12.000 12.333 12.000 ---- BEAM DESIGN DATA ----- I ---------- --------- --------- --------- --------- --------- --------- ---------I UNBRACED LENGTH ftj Fy ksil 46 46 36 46 46 36 36 36 SECTION AREA in^21 8.59 6.59 8.59 6.59 BEAM DEPTH ink 12.00 8.00 12.00 8.00 BEAM WIDTH inj 6.000 6.000 6.000 6.000 FLANGE/WALL THICKNESS ink 0.250 0.250 0.250 0.250 WEB THICKNESS inj 0.250 0.250 0.250 0.250 I -XX in^41 161 60.099998 161 60.099998 I -YY in"4 55.200000 38.599998 55.200000 38.599998 rT, X:Bar, y, LL Spacing ------ APPLIED LOADS ------ ---------- I --------- --------- --------- I --------- ---------I--------- --------- USE LL THIS SPAN? Y/Nj Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.036 0.036 LL klfl 0.04 0.04 PARTIAL....... DL klfl 0.108 0.108 LL klfj 0.14 0.14 X -Left ftp 5 5 X -Right ftl 21 21 TRAP.... DL 0 Left k/ftj DL ® Right k/ftp LL m Left k/ftj LL ® Right k/ftj X -Left ftp X -Right ftl WEI PEI STRUCTURAL ENGINEERS, INC. Title 1� --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD.,SUITE D-4 Number: ONTARIO, CA 91762 Misc . TEL.: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS POINT........ DL k1 0.384 0.16 0.384 0.16 LL k1 0.48 0.16 0.48 X -Dist. ft1 5 4 5 4 DL k1 0.256 0.16 0.256 0.16 LL k1 0.32 0.16 0.32 X -Dist. ft1 21 8 21 8 DL k1 0.08 0.08 0.08 0.08 LL k1 0.08 0.08 0.08 X -Dist. ft -1 25 12 25 12 DL k1 LL k1 X -Dist. fti MOMENT....... DL ft -k1 LL ft-ki X -Dist. ft1 ------ QUERY VALUES ------- I----------I---------I---------I---------I---------I---------I---------I---------I Location ft1 Shear k1 3.41 0.80 3.52 0.40 Moment ft -k1 -0.00 -5.76 -0.00 -2.88 Deflection int ------------------------ ---- zz WEI PEI STRUCTURAL ENGINEERS, INC% Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W., HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL ------------------------------------------------------------------------- BEAM DESIGN & ANALYSIS Page DESCRIPTION >> 1113 >> SM12 ---------------------------I --- Span 1 -1 --Span 2 -1 --Span 3 -1 --Span 4 -1 --Span 5 -1 --Span 6 -1 --Span 7- --Span B-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftp 15.3 END FIXITY..... Lftj 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rtj 1 1 1 1 1 1 1 1 AISC SECTION ---------->> ITS8x6x3/16 None None None None None None None --- CALCULATED VALUES ----=---------- I --------- I--------- ---------------------------i--------- --------- Fb - Allowable psil 27,600 fb - Actual psil 3,031 .fv - Actual psil 515 Moment ® Left ft-ki 11 " Right ft-ki Max. Mom. ® Mid -Span ft-ki 3.0 X -Dist ftj 7.65 Shears: Left kj 0.77 Right kj 0.77 Reactions: Left: Dead ki 0.8 Live kj Total kj 0.8 Right:Dead kj 0.8 Live kj Total kj 0.8 Max. Defl. Mid Span ink -0.092 X -Dist ftp 7.650 ---- BEAM DESIGN DATA ----- I ---------- --------- --------- ------------------ --------- --------- ---------) UNBRACED LENGTH ftp Fy ksil 46 36 36 36 36 36 36 36 SECTION AREA in^21 5.02 BEAM DEPTH inj 8.00 BEAM WIDTH inj 6.000 FLANGE/WALL THICKNESS inj 0.188 WEB THICKNESS inj 0.188 I -XX in^4146.799999 I -YY in^430.100000 rT, X:Bar, y, LL Spacing ------ APPLIED LOADS ---------------------------------- ------------------------------------ --------- USE LL THIS SPAN? Y/NJ Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.101 LL klfl PARTIAL....... DL klfl LL klfl X -Left ftj X -Right ftj TRAP.... DL @*Left k/ftp DL 0 Right k/ftp LL 0 Left k/ftj LL @ Right k/ftj X -Left ftp X -Right ftp a3 WET PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM13 ---------------------------I --- Span 1 -I --Span 2 -I --Span 3 -I --Span 4 -I --Span 5 -I --Span 6 -I --Span 7 -I --Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftI 15.3 END FIXITY..... Lftl 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 RtI 1 1 1 1 1 1. 1 1 AISC SECTION ---------->> ITS8x6x3/16 None None None None None None None --- CALCULATED VALUES -----I ---------- I---------I---------I---------I---------I---------I--------- --------- Fb - Allowable psil 27,600 fb - Actual psil 14,376 fv - Actual psil 2,443 Moment ® Left ft-kl '. Right ft-kl Max. Mom. o Mid -Span ft-kl 14.0 X -Dist ftI 7.65 Shears: Left kl 3.66 Right kI 3.66 Reactions: Left: Dead kI 3.7 Live kl Total kl 3.7 Right:Dead kl 3.7 Live kl Total kl 3.7 Max. Defl. ® Mid Span inl -0.435 X -Dist ftl 7.650 ---- BEAM DESIGN DATA ----- I----------I---------I---------I---------I---------I---------I---------I---------I UNBRACED LENGTH ftl Fy ksil 46 36 36 36 36 36 36 36 SECTION AREA in"2I 5.02 BEAM DEPTH inl' 8.00 BEAM WIDTH inI 6.000 FLANGE/WALL THICKNESS inI 0.188 WEB THICKNESS inI .0.188 I -XX in"4146.799999 I -YY in"4130.100000 rT, X:Bar, y, LL Spacing I ------ APPLIED LOADS------I----------I---------1---------I---------I---------I---------I---------I---------I USE LL THIS SPAN? Y/NI Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.479 LL klfl PARTIAL....... DL klfl LL klfl X -Left ftl X -Right ftl TRAP.... DL 0 Left k/ftl DL 0 Right k/ftl LL O Left k/ftl LL ® Right k/ftl X -Left ftl X -Right ftl 24 WEI PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM14 ---------------------------I --- Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--j--Span 7--I--Span a-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 20 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH inj 3.5 BEAM DEPTH iii 11.88 ---- CALCULATED VALUES ----I---------------------------------------------------------------------------------------- F'b - Modified Allow. psis 3,625 fb - Actual psis 1,574 F'v - Modified Allow. psis 362.50 fv (actual) - 1.5 psis 70.65 Moment G Left in-kj 11 11 Right in-kj Max. Mom. m Mid -Span in-ki 129.6 X -Dist ftj 10.00 Shears: Left kj 2.16 Right ki -2.16 Reactions: Left: Dead ki 2.16 Live kj Total kj 2.16 Right:Dead kj 2.16 Live kj Total kj 2.16 Max. Defl. 0 Mid Span inj -0.795 X -Dist ftp 10.00 ------- DESIGN DATA -------I--------------------------------------------------- ---------- ---------- --------- Le: Unsupported Length ftj Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psis 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ---------- ---------- ---------- ---------- ---------- ---------- --------- USE LL THIS SPAN? Y/NJ 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 216 LL plfl PARTIAL...... DL plfl LL plfj X -Left ftj X -Right ftj TRAP.... DL ® Left #/ftj DL 0 Right #/ftj LL O Left #/ftj LL @ Right #/ftl X -Left ftp X -Right ftj POINT........ DL #1 LL #1 X -Dist. ftj WEI PEI STRUCTURAL ENGINEERS, INC. Title : Z5 --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page -------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM12 ---------------------------I ---Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftI 15.3 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rti 1 1 1 1 1 1 1 1 BEAM WIDTH inI 5.25 BEAM DEPTH in 11.88 ---- CALCULATED VALUES ----I--------------------------------------------------- ------------------------------------ F'b - Modified Allow. psil 3,625 fb Actual psil 1,280 F'v - Modified Allow. psil 362.50 fv (actual) - 1.5 psil 71.75 Moment @ Left in-k) Right in-kI Max. Mom. ® Mid-Span in-kI 158.0 X-Dist ftI 7.65 Shears: Left kI 3.44 Right kI -3.44 Reactions: Left: Dead kI 3.44 Live kl Total kI 3.44 Right:Dead kI 3.44 Live kI Total kI 3.44 Max. Defl. @ Mid Span inI -0.378 X-Dist ftI 7.65 ------- DESIGN DATA ------- I-----------I---------I----------I----------I----------I----------I----------i---------I Le: Unsupported Length ftl Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS-------I-----------I----------I----------I----------I----------I----------I----------I---------i USE LL THIS SPAN? Y/NI 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 450 LL plfl PARTIAL...... DL plfl LL plfl X-Left ftI X-Right ftI TRAP.... DL 0 Left #/ftI DL ® Right #/ftl LL 0 Left #/ft) LL ® Right #/fti X-Left ftI X-Right ftI POINT........ DL #I LL #1 X-Dist. ftI WEI PEI STRUCTURAL ENGINEERS, INC. StructuraVSeismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 4F- I Z 0LiE X71 °f �li Sheet: �rj, WPSE .:L111 12-) By: Date: ol�i 3 bZ A/ 7° f' of Te;, 6x 6 x 1/4 i -S r l,jv A C7T P i !p-1,OP. Z� COS C K w G L- 1�,a& U I K -E MINT o f `T'N o �C-A M sc- c r• o Vs , 111 lv&kJ TPA L AX t S - TS SSM �r,i� Z= To t P,A? x 11'x zv Z �,, a q,, �rq Y 6 0 -= �� jsz� z A/y STAT► c A L MVo t' BV7 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 S H arm -rL o Vv , PYt 0 V t—F o lc Sheet: ZS • Z WPSE J.N.: I 13 By: S, Z ; S Date: O (A ---J I v �N M�4XI r'I I�1 IQ,, (Wo P ST CA , --TM 13) 1 V�2 �aoox ►6.z� Z �N WEI PEI STRUCTURAL. ENGINEERS, INC: Structural/Seismic/Forensic 931 W. Holt Bl'vd.; Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 e , , Fax: (909) 937-0120 QUC-,�ST I oN. w WPSEJ.N.:.I I /3 By: 11- Z . Date: 0/113/0.2 W� P=te°° 41s°)C��'��� -+ I u� � ►i � 16L� Z Z= -'27 40�# �,--1rl WEI PEI- STRUCTURAL ENGINEERS, INC-- Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Seismic Desist Parameters (per UBC -97): i3w rT, Sheet:'` ? f; WPSET.N.: 117j By: 1. '2 - Date: Date: D /0 1) Per " Maps of Known Active Fault Near -Source Zones" Published by ICBO dated Feb. 1998, the site is no closer than O%3 km from a) Main Fault: SAN AtjDna.S FADIT Fault Type: A Na = 1. 0 3 and km from b) Secondary Fault: Fault Type: Na = 2) Soil Profile: Sc: Ca = (0.40)(Na) Sd: Ca = (0.44)(Na) Therefore: Ca = . x.11 x• n3 s's v WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic / ^ T ,) . ANA Lvs I 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 L�1 C� Tel: (909) 937-0122 Fax: (909) 937-0120 FRONT— PE&P, MA !�-E► S , w1=v , 1�x 33 ogPLF wz = o. it-7,xzr,'K 6 pL� W3 = o,►gzX-2-IXZ8 = r13 w�=o, sj2-1'' �zPLr= w�= 0 X21X32 332 Zvi -3 G) i wdVo&✓ NI Nr? L�o✓G5, IZ2V �"/L V?L-v T: 2Z>«b -.8y osx/0+4 X N, 0, !fd ��c--D SZ S°3z o .7rr 12 L)pLI FT; ' _4o-774 u� FOR MASONRY 0 6c -l S 1/l) (N 1:) Sheet: 23 WPSE J.N.: 111-3 By: T, z • S Date: 1 1, /a A\-\ of jq3 /02, wZ = I Gz p�F 'x 12lix-o" 1, �A) ( 7, V)( I o/Z = 87 8 Set S 46V, SHEA R TIWN S Fag 2 To( wqL� , 0KI 0 r — 37 3 0� Im..�'t X61 to � PLtiF7' t fV0, H • D McEOED I 'NSP M L-1 FT: ISIA►O—\s f fa 16'x I] -A S/2 VSA N �MD2Z2� WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: Z' Structural/Seismic/Forensic I �s T �� PNA LYSI L7 WPSE J.N.: 1 12- tet" ` 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 By: -T, z, S Tel: (909) 937-0122 Fax: (909) 937-0120 Date: I 0/'V I LEf T — PI G HT PIR SG—ts, wtrvb: wl=o,-7 1S%LI x 3z,� X0ALF w1- Il, �x ��2 n,s _ 7f ptT I �3 wZ = 0,1�z7X2-r,c lot = 436 1 Lr vi 2. . 7t PAF vj3 = o, 15-7/ o7 ?L� 7, cf 6EI S. GOVERN/ W I wu 1 WY i 1of)e32-/z �p�zfr .- 300g* �(75� H pA ST-ID►� C� 2�6 -1- ) 1712 33GX z6 17', �ft _._1�/ . , 4360# (az l = 27,Z� ►o UrtZF T, 'PL' Fr' UPUFTz � � I H, p N cC'n'rpTj s4,# z 21 (,L +� No, H D N01 HQ Vee nr�l or, Nof NSG-n6n. 336A Z�/2 t l��X33 fz +2 l 6 t' — so' L) 1- 12,34 i0 -0.sff ,r,(ro t I hX I)O, qj 1)1 N&er,Z? P 1 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 I STU b Desi � N j' A -F � r n/r-- c 1-01 w►Nn Zox26/2 2-6o Sheet: 21- WPSE J.N.: 103 3 By: —T,Z,S Date: ' ( /r) 1 7o mf I/ /)L� 30 WALL STUD CALCULATION LOCATION:STUD AT LINE C EXT. STUD? (Y/N): Y TRY: 2X6 DFL -STUD AT.16" O/C b= 1.5 INCH d= 5.5 INCH Cr= 1.15 SPACING= 16 IN. O/C GRADE= STUD Cd= 1.6 COMPRESSION SIZE FACTOR Cf= 1 FLEXUAL SIZE FACTOR Cf= 1 Fb (PSI) = 675 Fc (PSI) = 825 E (KSI) = 1400 A(.IN"2)= 8.25 S(IN"3)= 7.5625 STUD HEIGHT (FT) = 10 DL+F.LL.(PLF)= 260 SPEED= 70 MEAN RF HT(FT,60 MAX) = 21 I = 1 EXP.= C Ce= 1.19 qs= 12.6 Cq= 1..2 DESIGN WIND PRESSURE(PSF) = 17.9928 WALL WT = 14 PSF le/d = 21.81818 <= 50 OK! KcE= 0.3 FOR VISSUALLY GRADED LUMBER C= 0.8 FOR SAWN LUMBER FcE= KcE(E)/(le/d)^2 = 882.2916 PSI Fc*= Fc (Cd) (Cf) = 1320 PSI /-------------------------- 1+(FcE/Fc*) / 1+(FcE/Fc*) 2 FcE/Fc* CP=---------- - / [------------] - --------- 2c \/ 2c c = 0.540927 Fc' _ (Fc*)(Cp) = 714.0241 PSI Fb' = Fb(Cd) (Cf) (Cr) = 1242 PSI MAX. MOMENT AT MID HT = 299.88 FT -LBS TOTAL AXIAL LOAD AT MID HT = 440 LBS/STUD fc = 53.33333 PSI <= FcE = 882.2916 OK! fc = 53.33333 PSI <= Fc' = 714.0241 OK! fb = 475.8426 PSI <= Fb' = 1242 OK! fc 2 fb [---] +-------------- =0.413354 <= 1 OK! Fc' Fb' (1-fc/FcE) WEI'PEI STRUCTURAL ENGINEERS, INC. S tructural/Seismic/Forensic 931 W. Holt Blvd., Suite D4,• -Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 PFSlG A/ LoAt)S r� Z o n/ L Z" T� i IVR ;' WALL -1 _ �3" 12 Fr , P �zp � ESECTl VC- GD c( IC,�—N% LS �I o> CSA ) C 1.) Sheet: 3 1. WPSE J.N.: By: T, -2— Date: .Date: i f • I p I G1 C O,7 Cc 7 0 'Fo F c ►zc{.� _ �0 S� ,WEI PEI STRUCTURAL ENGINEERS, INC. 1�1�1 Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, --Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: 3 z WPSE J.N.: Iv. By: 7� i • 5 Date: 1 ' - 1 O 1 wl/VD spe;rD = 70 %�kPn C _ I,o 6 c = IIS 12%fo Sf d 5e(G. La4D 6ovC-,z&/ . , aR'�, - �sbo PSF . 33 WEI PEI" STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" .931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 1113 By:JZS Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -------------------------------------------------------------------------------- ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1,560 psf Axial DL on Stem = 0 plf Active Lateral EFP = 30.0 psf Axial LL on Stem = 0-plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 250 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht ovef Toe = 4.0 in @ The Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 19.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 8.33 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face [+j-] = 0.00 ft Footing Type Square ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 0.33 ft Toe Width = 1.00 ft Wall Ht. above soil = 8.00 ft Heel Width = 1.67 ft Total Wall Height = 8.33 ft ------- Key Depth = 0.00 in Total Width = 2.67 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,235 psf Factors of Safety.-: Pressure @ Heel = 0 psf Overturning = 1.83 :1 Allowable Press. = 1,560 psf Sliding = 3.89 :1 Eccentricity = 8.75 in Allowable Shear = 85.00 psi Resultant Outside Middle Third 1 -Way Shear @ Toe = 9.7 psi Note: "Pv: Used for Soil Pres. 1 -Way Shear @ Heel = 2.5 psi ----------------------------- SLIDING CHECK------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 237.2 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 222.2 # Factor of Safety = 3.89 (-)Friction = 393.2 # Add'1 Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel-- f'c = 2,500 psi ACI 9.1 Pressure = 1,730 0 psf Fy = 60,000 psi Mu - Upward = 925 5 ft-# Upward soil pres. used on heel Mu - Downward = 178 179 ft-# -------- Rebar Choices -------- Mu - Design = 748 173 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 9.73 2.46 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 8.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bd''2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in 7 WEI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 1113 By:JZS Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- STEM DESIGN ---------------------------------- (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections,. Highest @ Left -� Stem Construction Data Highest (use columns from le=t to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) =1-&1-0L-1in Rebar Size= # 5 .Y Rebar Spacing = in Rebar Placed at Center DESIGNDATA.....-......... ................................................ fb/Fb + fa/Fa = 0.940 Lateral Load @ Design Ht = 158 # MOMENT..... Actual = 659 ft-# Allowable = 701 ft-# SHEAR...... Actual = 3.93 psi Allowable = 22.33 psi Embedment Length Req'd = 6.72 Wall Weight = 78.0 psf Rebar Placed at Depth 'd'= 3.75 in MASONRY DATA............. ................................................ f'm = 1,500 psi Fs = 24,000 psi Grouting F f� Special Inspection No \ n : Es / Em = 25.78 Short Term Increase = 1.33 CONCRETE DATA............ ................................................ f'c = psi Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- Heel Active Press. = --------------- 27 0.44 12 ------- ----- --------- Soil over Heel = 36 2.17 79 Toe Active Press. _ -27 0.44 -12 Soil over Toe = 37 0.50 18 Sloped Soil @ Heel = C 0.00 0 Adjacent Ftg. Load = 0 0.00 0 C 0.00 0 Surcharge @ Heel = C° 0.00 0 Surcharge @ Toe = 0 0.00 0 C 0.00 0 Axial Load on Wall = 0 C 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 65C 1.33 866 Earth Behind Stem = G 0.00 0 Added Lateral Load = 158 5.17 817 Footing Weight = 400 1.34 535 Key Weight = 0 0.00 0 Vert. Componant of = 0 0.00 0 ActivePress. --------- --------- -------- --------- TOTALS = 158 817 . 1,12_ 1,498 --------- Totals used for Soil Pressure, --------- -------- Pv Included = 1,123. --------- 1,498 WEI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 1113w.. By:J.Z.S. Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -------------------------------------------------------------------------------- ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1,560 psf Axial DL on Stem = 0 plf Active Lateral EFP = 30.0 psf Axial LL on Stem = 0 plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 250 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Fuel Yes Soil Ht over -Toe = 4.0 in @ The Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 30.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 8.33 ft Ftg. Base Above/Below Soil - ...height to start = 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type Square ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 0.33 ft Toe Width = 1.00 ft Wall Ht. above soil = 8.00 ft Heel Width = 2.00 ft Total Wall Height = 8.33 ft ------- Key Depth = 0.00 in Total Width = 3.00 ft Key Width = 0.00 in Thickness = 16.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,638 psf Factors of Safety-: Pressure @ Heel = 0 psf Overturning = 1.86 :1 Allowable Press. = 1,560 psf Sliding = 3.78 :1 Eccentricity = 9.67 in Allowable Shear = 85.00 psi 1 -Way Shear @ Toe = 9.4 psi Note: "Pv: Used for Soil Pres. 1 -Way Shear @ Heel = 2.2 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 374.6 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 347.2 # Factor of Safety = 3.78 (-)Friction = 597.1 # Add'1 Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel-- f'c = 2,500 psi ACI 9.1 Pressure = 2,293 0 psf Fy = 60,000 psi Mu - Upward = 1,433 7 ft-# Upward soil pres. used on heel Mu - Downward = 259 258 ft -# ---------Rebar Choices -------- Mu - Design = 1,174 252 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Regd'in Not Reqd in vu = 9.41 2.18 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 12.50 12.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in WEI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 1113w.. By:J.Z.S. Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- STEM DESIGN ---------- ------------------------ (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) = 12.00 in Rebar Size = # 4 Rebar Spacing = 32.00 in Rebar Placed at Center DESIGN DATA.....-......................................................... fb/Fb + fa/Fa = 0.978 Lateral Load @ Design Ht = 250 # MOMENT..... Actual = 1,041 ft-# Allowable = 1,064 ft-# SHEAR...... Actual = 3.87 psi Allowable = 22.33 psi Embedment Length Req'd = 10.90 Wall Weight = 124.0 psf Rebar Placed at Depth 'd'= 5.75 in MASONRY DATA............................................................. f'm = 11500 psi Fs = 24 psi Grouting Full Special Inspection Ncr n : Es / Em = 25. Short Term Increase = 1.33 CONCRETE DATA............................................................ f'c = psi Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- I Overturning Moments -I- Resisting Moments -I Origin of Force: Heel Active Press. _ Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = # ft ft-# # ft ft-# -------- 42 ------ 0.55 --------- 23 ------- ----- --------- =6 2.50 91 -42 0.56 -23 �•7 0.50 18 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 1,033 1.50 1,549 0 0.00 0 250 5.50 1,374 600 1.50 900 0 0.00 0 0 0.00 0 Active Press. --------- --------- -------- --------- TOTALS = 250 1,374 1,7D6 2,558 --------- --------- -------- --------- Totals used for Soil Pressure, Pv Included = 1,7J6 2,558 WEI PEI STRUCTURAL ENGINEERS, INC. Title: WALL 1 --STRUCTURAL/SEISMIC/FORENSIC Descr: 10'-0" / 931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 111 By:JZS Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF ---------------------------------------=---------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -------------------------------------------------------------------------------- ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -- -- Allowable Bearing = 1,560 psf Axial DL on Stem = 150 lf� Active Lateral EFP = 30.0 psf Axial LL on Stem = 120 if ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 250 pcf Using Surcharge tc resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 4.0 in @ Toe Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'l Lateral Load = 30.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 8.33 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face 0.00 ft Footing Type Square ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 0.33 ft Toe Width = 1.00 ft Wall Ht. above soil = 10.00 ft Heel Width = 2.00 ft Total Wall Height = 10.33 ft ------- Key Depth = 0.00 in Total Width = 3.00 ft Key Width = 0.00 in Thickness = 16.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,681 psf Factors of Safetv: Pressure @ Heel = 0 psf Overturning = 2.30 :1 Allowable Press. = 1,560 psf Sliding = 4.34 :1 Eccentricity = 7.42 in Allowable Shear = 85.00 psi 1 -Way Shear @ roe = 10.7 psi Note: "Pv: Used for Soil Pres. 1 -Way Shear @ Heel = 1.0 psi ----------------------------- SLIDING CHECK ------------- ----------------- Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 374.6 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 347.2 # Factor of Safety = 4.34 (-)Friction = 736.4 # - Add'1 Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel-- f'c = 2,500 psi ACI 9.1 Pressure = 2,380 0 psf Fy = 60,000 psi Mu - Upward = 1,567 108 ft-# Upward soil pres. used on heel Mu - Downward = 259 258 ft-# -------- Rehar Choices -------- Mu - Design = 1,308 151 ft-# Toe(hot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 10.66 0.95 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not F.egd in Not Reqd in Depth to steel = 12.50 12.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 #9 @Not F_egd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in WEI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 10'-0" 931 W. HOLT BLVD., SUITE D4 Page of ONTARIO, CA 91762 Job #: 111 By:JZS Date: 11/20/01 TEL.: (909) 937-0122; FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- STEM DESIGN ----------------- (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) = 1 in Rebar Size = # 5 Rebar Spacing = 1T6� �-=� in Rebar Placed at Center DESIGN DATA.............. ................................................ fb/Fb + fa/Fa = 0.885 Lateral Load @ Design Ht. = 250 # MOMENT..... Actual = 1,041 ft-# Allowable = 1,267 ft-# SHEAR...... Actual = 3.93 psi Allowable = 22.33 psi Embedment Length Req'd = 8.93 Wall Weight = 124.0 psf Rebar Placed at Depth 'd'= 5.75 in MASONRY DATA............. ................................................ f'm = 1,500 psi Fs = 24,000 psi Grouting Special Inspection Fu No n : Es / Em = 25. Short Term Increase = 1.33 CONCRETE DATA............ ................................................ f'c = psi Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS ----------------------- I- Overturning Moments Resisting Moments -� Origin of Force: # ft ft-# # ft ft-# ---------------- -------- Heel Active Press. = --------------- 42 0.55 23 ------- ----- --------- Soil over Heel = 36 2.50 91 Toe Active Press. _ -42 0.56 -23 Soil over Toe = 27 0.50 18 Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe = 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 150 1.50 225 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 1,281 1.50 1,921 Earth Behind Stem = 0 0.00 0 Added Lateral Load = 250 5.50 1,374 Footing Weight = 600 1.50 900 Key Weight = 0 0.00 0 Vert. Componant of = 0 0.00 0 Active Press.--------- ----------------- --------- TOTALS = --------- 250 1,374 2,104 3,155 ----------------- Totals used for Soil Pressure, Pv Included = 2,104 --------- 3,155 0 • WEI PEI STRUCTURAL ENGINEERS, INC. ft Title: WALL q --STRUCTURAL/SEISMIC/FORENSIC Wall Ht. above soil = 8.00 Descr: 8'-0" / 931 W. HOLT BLVD., SUITE D4 ft Total Wall Height = 8.33 Page of ONTARIO, CA 91762 ------- Job #: 1113 By:JZS Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 Total Width RetainPro 3.1B(c)1994 File:JOBS-99.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING ----------------------------------------------------- WALL DESIGN Pg1 of 2 -------------- ---------- SOIL DATA ------------- Thickness = 12.00 ------ ADDED VERTICAL LOADS - - --- Allowable Bearing = 1,560 psf Axial DL on Stem = 2 plf Active Lateral EFP = 30.0 psf Axial LL on Stem = 16 if ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Allowable Press. Surcharge over Heel = 0.0 psf Passive Lateral = 250 pcf Using Surcharge tc resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 4.0 in @ Toe Yes ------ ADDED LATERAL LOADS ------- Note: "Pv: Used for Soil Pres. -------- ADJACENT FOOTING ---------- Lateral Load Acting 2.3 psi Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Tot Lateral Force*1.5= 237.2 Footing Width (perp) 0.00 ft Add'l Lateral Load = 19.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 8.33 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face [+,P-] = 0.00 ft 0.0 # ---------------------------- Footing Type Square WALL & FOOTING DATA Retained Height = 0.33 ft Toe Width = 1.00 ft Wall Ht. above soil = 8.00 ft Heel Width = 1.67 ft Total Wall Height = 8.33 ft ------- Key Depth = 0.00 in Total Width = 2.67 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,229 psf Factors of Safety: Pressure @ Heel = 0 psf Overturning = 1.87 :1 Allowable Press. = 1,560 psf Sliding = 3.94 :1 Eccentricity = 8.48 in Allowable Shear = 85.00 psi Resultant Outside Middle Third 1 -Way Shear @ Toe = 9.9 psi Note: "Pv: Used for Soil Pres. 1 -Way Shear @Heel = 2.3 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 237.2 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 222.2 # Factor of Safety = 3.94 (-)Friction = 400.2 # Add'1 Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel-- f'c = 2,500 psi ACI 9.1 Pressure = 1,726 0 psf Fy = 60,000 psi Mu - Upward = 932 9 ft-# Upward soil Pres. used on heel Mu - Downward = 178 179 ft-# -------- Rebar Choices -------- Mu - Design = 755 170 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 9.87 2.35 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 8.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bd"2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in I �J ft �-o WEI PE.I STRUCTURAL ENGINEERS, INC. Title: WALL ft-# --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" --------- 12 931 W. HOLT BLVD., SUITE D4 ----- --------- Page of ONTARIO, CA 91762 Job #: 1113 By:JZS' Date: 11/20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994: File:JOBS-99.RPF --------------------------------- STEM DESIGN ---------------- ------------ (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry 0 Thickness (nominal) _A in Rebar Size = # 5 A� 0 Rebar Spacing = 2V-0-6 in Rebar Placed at Center 0 DESIGN DATA.....-......... ................................................ 0 fb/Fb + fa/Fa = 0.988 0 Lateral Load @ Design Ht = 158 # MOMENT..... Actual = 659 ft-# Allowable = 701 ft-# SHEAR...... Actual = 3.93 psi Allowable = 22.33 psi Embedment Length Req'd = 6.72 866 Wall Weight = 78.0 psf Rebar Placed at Depth 'd'= 3.75 in MASONRYDATA............. ................................................ 817 f'm = 1,500 psi Fs = 24,000 psi Grouting Fu �--� 535 Special Inspection o n . Es / Em = 25. 0 Short Term Increase = 1.33 CONCRETE DATA............ ................................................ 0 f' c = , psi Fy = psi ---------- - -------------- SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments -I- Resisting Moments -1 Origin of Force: Heel Active Press. _ Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = # ft ft-# # ft ft-# -------- 27 ------ 0.44 --------- 12 ------- ----- --------- 36 2.17 79 -27 0.44 -12 37 0.50 18 0 0.00 0 0 0.00 0 0 0.d0 0 0 0.00 0 0 0.00 0 0 0.00 0 0 2.0 1.33 27 0 0.00 0 6E0 1.33 866 0 0.00 0 158. 5.17 817 400 1.34 535 0 0.00 0 0 0.00 0 Active Press. --------- --------- -------- --------- TOTALS = 158 817 1,13 1,525 --------- --------- -------- --------- Totals used for Soil Pressure, Pv Included = 1,143 1,525 T,^ WEI PEI STRUCTURAL ENGINEERS, INC. ' structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 FOUNDATION DESIGN Sheet: 4- p / 0 WPSE J.N.: 1 1 1 3 BY:.T z' ` S Date: .. _ ALLOWABLE BR'G PRESSURE (CONTINUOUS FOUNDATION 3)=1200 PSF CONT. FT'G: 12"X12" W/144 T&B FOR 1 -STORY 1 -STORY, MAX. LOAD=(36)(28/2)+(15)(12)=684 PLF <. 1200PLF. OK! ALLOWABLE MOMOENT= (20000)(0.20)(14.5)(0.9)/1.33=3915 1 #-"=3263#-` MAKE 1/2(1200)L ^2=3263 L=2.3' ALLOWABLE CONCENTRATED LOAD BY G.B. =(1.2K/')(2.3')(2)=5.5K (D+L) =7.2K (D+FL.L.+E/W) PAD SCHEDULE ( ISOLATED PAD SIZE P(D+L) P(D+E) 21X2' 6K 8K 2'-6"X2'-6" 9AK 12.5K 3'X3' 13.5K 18K 4'X4' 24K 32K 5'X5' 37.5K 50K 6'X6' 54K 72K 1500 PSF ALLOW.) 7WEI PEI STRUCTURAL ENGINEERS, INC. ' Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: ;909) 937-0120 November 21, 2001 WPSE Job #: 1113 + +A0 /oi �Y .�Rte+•� ' ° I BP Structural Calculations for �. 03�3o/oZ t3Y. owN>R Stewart and Renee Woodard Residence at La Quinta Polo Estates, La Quinta, CA 9221 1 For The Woodard Group 51-370 Avenida Bermudas, Suite 6 La Quinta, CA 92253 WEI PEI STRUCTURAL ENGINEERS, INC. r Wei Pei, P.E., S.E. Q� )FESSIoNq� President 004032 j sir Exp. 9.30.04 l CIT -Y OF LA QUINTA. BUILDING & SAFETY DEP-r. APPROVE FOR CONSTRUCTION DATE '� � D9- gy s ALLOW. UNIFORM LOAD FOR BEAMS (D.F.#2 for 4x and D.F.#1 for 6X and 8X) (PER UBC -91. CHECKED Fb, Fv, AND DEFL. OF L/240)(eCF) L(ft)-> 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SIZE , (125$, Cd=1.25)Cl7cF) 2-2x6 738 574 398 293 224 177 143 111 86 67 54 44 36 30 25 22 2-2x8 1014 783 638 469 359 284 230 190 160 136 117 100 83 69 58 49 .._ 2-2x10 1361 1039 840 701 536 424 -343 284 238 203 175 153 134 119 106 95 2-2x12 1745 1315 1056 881 721 570 461 381 320 273 235 205 180 160 142 128 2-2x14 2173 1616 1286 1067 902 713 577 477 401 342 294 257 225 200 178 160 4X6 861 669 465 342 261 207 167 130 100 79 63 51 42 35 30 25 4X8 1183 914 745 593 454 359 291 240 202 172 144 117 96 80 68 58 4X10 1587 1212 980 823 682 539 437 361 303 258 223 194 171 151 135 120 4X12 2036 1535 1231 1028 883 731 592 490 411 351 302 263 231 205 183 •164 4X14 2536 1885 1500 1245 1065 922 747 617 519 442 381 332' 292 2S8 230 207 4X16 3097 2266 1787 1475 1256 1093 968 818 687 585 505 440 386 342 305 274 6X6 1210 944 770 566 433 342 271 204 157 123 99 80 66 55 46 40 6X8 1731 1336 1087 917 792 637 516 426 358 305 251 204 168 140 118 100 6X10 2307 1759 1421 1192 10_27 902 804 725 646 551 475 414 341 284 240 204 6X12 2946 2217 1777 1483 (127 1114 991 892 812 744 687 606 533 472 421 361 6X14 3659 2715 2158 1790 1530 1336 1185 1065 967 886 817 758 707 642 572 514 6X16 4459 3257 2565 2116 1800 1567 1387 1244 1128 1031 950 881 821 769 723 667 6X18 5365 3850 3002 2461 2084 1808 1596 1429 1293 1181 1087 1007 938 877 824 777 20 21 22 23 24 25 18 16 14 12 11 9 42 37 32 28 25 22 86 76 66 58 51 45 115 105 95 87 80 74 144 131 119 109 100 92 22 19 16 14 12 11 49 43 37 32 29 25 103 89 77 67 59 53 148 134 122 112 103 95 187 169 154 141 130 119 247 224 204 187 172 158 34 29 25 22 20 17 86 74 65 57 50 44 175 151 131 115 101 89 310 268 233 204 179 159 464 420 377 330 290 257 602 546 497 455 418 385 735 687 626 573 526 485 8X8 2361 1821 1483 1250 1081 868 703 581 488 416 342 278 229 191 161 137 11-7 101 88 77 68 60 8X10 3146 2399 1938 1626 1400 1230 1096 932 783 668 576 501 441 388 327 278 238 206 179 157 138 122 8X12 4017 3023 2424 2022 1735 1519 1351 1217 1107 1015 937 827 726 644 574 493 422 365 317 278 244 216 8X14 4989 3702 2942 2441 2086 1821 1616 1453 1319 1208 1114 1034 964 875 780 700 632 573 513 449 396 350 8X16 6081 4441 3498 2885 2455 2136 1891 1696 1538 1407 1296 1201 11201048 986 910 821 745 678 621 570 525 8X18 7316 5250 4094 3355 2842 2465 2177 1949 1764 1611 1483 1373 12791196 1124 1060 1003 937 854 781 717 &(ol L(ft)-> 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 SIZE (100%s, Cd=1.00)C(aLr-) 2-2x6 590 459 319 234 179 142 115 95 80 67 54 44. 36 30 25 22 18 16 14 12 it 9 2-2x8 .811 627 511 375 287 -227 184 152 128 109 94 82 72 64 57, 49 42 37 32 28 25 22 2-2x10 1089 831 672 561 429 339 275 227 191 163 140 122 107 95 85 76 69 62 57 52 48 44 2-2x12 1396 1052 844 705 577 456 369 305 256 218 188 164 144 128 114 102 92 84 76 70 64 59 2-2x14 1739 1292 1028 854 721 570 462 382 321 273 236 205 180 160 143 128 115 105 95 87 80 74 4X6 688 535 372 273 209 165 134 111 93 79 63 51 42 35 30 25 22 19 16 14 12 11 4X8 947 731 596 475 363 287 233 192 162 138 119 103 91 80 68 58 49 43 37 32 29 25 4X10 1270 970 784 658 546 431 349 289 243 207 178 155 136 121 108 97 87 79 72 66 59 53 4X12 1629 1228 985 823 706 585 474 392 329 280 242 211 185 164 146 131 118 107 98 90 82 76 4X14 2028 1508 1200 996 852 738 597 494 415 353 305 266 233 207 184 165 149 135 123 113 10496 4X16 2477 1813 1430 1180 1005 875 775 654 550 468 404 352 309 274 244 219 198 179 164 150 137 127 6X6 6X8 968 1385 755 1069 616 870 453 347 274 222 183 154 123 99 80 66 55 46 40 6X10 1846 1407 1137 733 954 634 822 509 721 413 643 341 286 '517 244 210 183 161 140 118 100 6X12 2357 1774 1422 1186 1018 891 793 580 714 649 441 380 331 291 258 230 204 6X14 2927 2172 1726 1432 1224 1069 948 852 774 595 709 550 654 485 426 378 337 302 6X16 3567 2605 2052 1693 1440 1253 1109 995 902 825 760 606 705 566 513 458 411 6X18 4292 3080 2402 1968 1668 1446 1277 1143 1035 945 870 806 657 615 578 534 750 702 659 622 8X8 8X10 1889 2517 1457 1919 1186 1550 1000 864- 694 563 465 391 333 287 250 220 191 161 137 8X12 3214 2419 1939 1301 1618 1120 1388 984 1216 877 1081 746 973 627 534 460 401 '353 312 279 250 8X14 3991 2961 2354 1953 1669 1457 1293 1162 885 1055 812 966 750 891 661 581 515 459 412 8X16 4865 3553 2798 2308 1964 1709 1513 1357 1230 1125 1037 827 961 771 896 700 624 560 8X18 5852 4200 3275 2684 2274 1972 1741 1559 1411 1289 1186 (oq$ 789 1899 728 Iol3 848 34 29 25 22 20 17 86 74 65 57 50 44 175 151 131 115 101 89 273 247 225 204 179 159 371 336 307 280 258 237 482 437 398 364 334 308 588 550 501 458 421 388 w d to z 117 101 88 77 68 60 226 205 179 157 138 122 - 372 337 307 218 244 216 - 506 459 418 382 351 324 657 596 543 497 456 420 802 749 683 625 574 S7. J RAFTER/JOIST CAPACITIES (D.F. 112) UBC -97, fr=1.15 SIZE b d Fb (psi) Fv (psi) E Orsi) Mr(((- Vr 11) EI (10'6) (#-IN~2 I 133a 1250 (1150) (10006) (133%) (1256) (1156) (1000) 2X4 1.5 3.5 1313 95 1600 513 482 443 385_ 509 478 440 382 8:6 2X6 1.5 5.5 1138 95 1600 1097 1031 948 825 799 751_ 691 601 33.3 2X8 1.5 7.25 1050 95 1600 1759 1653 1521 1322 1053 990 911 792 76.2 4614 2672 2452139 569.5 2-2x14 3. 13.25 789 95 1600 1 4 1263 1162 1011 158.3 X1 .. 1. 11. 930.5 9-5---1-6-00 3.5 5.5 3529 3316 3051 2653 1635 1536 1413 1229 284.8 2X14 1.5 13.25 788 95 1600 4408 4143 3812 3314 1925 1809 1665 1448 465.2 2X 16 1.5 15.25 788 95 1600 1 5839 5488 1 5049 1 4391 2216 2083 1916 1666 709.3 BEAM CAPACITIES (D.F. 02 for 4x and D.F. )(1 for 6X and 8X) UBC -97 SIZE b d Fb Fv (psi) (psi) E ()csi) Mr(O(-' ) Vr (1E) EI (10 6) (11-IW2) 1330 1250 1150) (100 01) T-1-33-16-1-(12506) (1156) (1000) 2-2x'6 3 5.5 1138 95 1600 1908 1793 1650 1434 1390 1306 1202 1045 66.6 2-2x8 ---1--7-.-25 1050 95 1600 3058 2875 2645 2300 1832 1722 1584 1378 152.4 2-2x1 3 9.25 963 95 1600 456.6 4291 :,3948 3433 2337 2197 2021 1758 316.6 2-2x1 3 11.25 875 95 1600 6137 5768 5306 4614 2672 2452139 569.5 2-2x14 3. 13.25 789 95 1600 7676 7215 6637 5772 3348 _3147 2895 2518 930.5 4X6 3.5 5.5 1138 95 1600 2226 2092 1924 1673 1621 1524 1402 1219 77.6 4X8 3.5 7.25 1138 95 1600 3867 3635 3344 2908 2137 2009 1848 1607 177.8 4X10 3.5 9.25 1050 95 1600 5808 5459 5022 4367 2727 2563 2358 2050 369.3 4X12 3.5 11.25 963 95 1600 7880 7406 _6TI-T 5925 .3317 3117-T8--6-8-24944. 4X14 3.5 13.25 875 95 1600 9932 9334 8588 7468 3906 3671 3378 2937 1085.6 4X16 3.5 15.25g1200 95 .1600 13156 12365 11376 9892 4496 4226 388'/ 3380 1655.1 6X6 5.5 5.5 85 1600 3688 3466 3189 2773 2280 2143 1971 _1714 122.0 6X8 5.5 7.5 5 1 6858 6445 5930 5156 3109 2922 2688 2338 309.4 6X10 5.5 9.5 85 1600 12378 11634 10703 9307 3.938 3701 3405 2961 628.7 6X1.2 5.5 11.5 13501 85 1600 18139 17048 15684 13638 4767 4480 4122 3584 1115.3 GX14 5.5 3.3.6 1112 85 1600 24663 32024 23180 30098 21326 18544 5596 5259 4839 4208 1 1804.3 6X16 5.5 15.5 1312 85 1600 14U78 6425 6039 5555 4831 2730..8 �X1 5.5 17.5 1295 85 1600 40293 37869 34840 30295 7254 683.8 6272 _5454 3930.2 8X8 7.5 7.5 1200 85 1600 9352 8789 8086 7031 4239 3984 3666 4643 3188_ 4038 421.9 8X10 7.5 9.5 1200 85 1600 15004 14102 12973 11281 5370 5047- 857.4 8X12 7.5 11.5 1350 85 1600 24735 23247 21387_18598 6500 6109 5621 4888 1520.9 8X14 7.5 13.5 1332 85 1600 33632 31609 29080 25287 7631 7172 6598 5738 _2460.4 8X16 7.5 15.5 1312 85 1600 43669 41043 37759 32834 8761 8234 7576 6588 3723.9 E1.817.5 17.5 1295 85 1600 54945 51640 47509 41312 9892 9297 8553 7438 5359.4 WEI'PEI STRUCTURAL ENGINEERS, INC. ' Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 ' SHEAR WALL SCHEDULE 5/8"0 A.S. 16d SINKER SPAC'G O SOLE PL. (1997 UBC. SETS. ZONE 3 dt 4) SPAC'G Q 1/2" DRYWALL WITH SD COOLER NAILS AT 7- .00#/' *80_/C 12"O/C O.C. ALL EDGES AND FIELD (TABLE 25-1—OF UBC) Q5/8" DRYWALL WITH 6D COOLER NAILS AT 7•" 100#/' 48 0/C 12"O/C ' O.C. ALL EDGES AND FIELD (TABLE 25-1 OF UBC) 4 1/2" DRYWALL WITH 5D COOLER • NAILS AT 4' 125#/' 48"OwC 12"O/C O.C. ALL EDGES AND FIELD (TABLE 25—I OF UBC) ' Q 5/8' DRYWALL WITH 50 COOLER NAILS AT 4- 125#/' 48"O✓C 12"O/C O.C. ALL EDGES AND FIELD (TABLE 25-1 OF UBC) Q 5/8" BLOCKED DRYWALL WITH 5D COOLER ' NAILS AT 4" O.C. ALL EDGES. BLOCKING AND 150#/' 48"0/C 10"O/C FIELD (TABLE 25-1 OF UBC) Q5/8" BLOCKED DRYWALL WITH 6d COOLER NAILS AT 4" O.C. ALL EDGES. B1:bCKONG AND 175#/' 4S'O/C 8"O/C ' FIELD (TABLE 25-1 OF UBC) Q7/8' STUCCO OVER PAPER—BACKED LATH WITH 16 GAUGE STAPLES AT 6" 'b.C. AT TOP 180#/' 48"C/C 8"0/C ' AND BOTTOM PLATES. EDGE OF SHEAR WALL. 6" O.C. FIELD (TABLE 25-1 OF UBC) Q7/8" STUCCO OVER PAPER—BACKED LATH WITH 16 GAUGE STAPLES AT 3" O:C. AT TOP 260#/' 48'0/C 6'0/C ' AND BOTTOM PLATES. EDGE OF SHEAR WALL AND ON FIELD (ICSO #1254 OR EQUAL) Q3/8" APA RATED PLYWD/OSB WITH 80 NAILS 6 0/C. AT EDGES AND 12" O.C. 260#/' 4$'0/C 6'0/C FIELD (TABLE 23-11-1-1 UBC) Q3/8" APA RATED PLYWD/OSB WITH 8D NAILS AT 4' O.C. AT EDGES AND 12" O.C. 380//' 40"0/C 4"0/C FIELD (TABLE 23-11—I-1 UBC) ' Q3/8 APA RATED PLYWD/OSB WITH 8D NAILS AT 3" O.C. AT EDGES AND 12" O.C. 490#/' 32"O/C 3"O/C FIELD (TABLE 23—II—I-1 UBC) ' © 15/32" STRUCTURAL I PLYWD/OSB WITH 10d NAILS AT 3" O.C. AT EDGES AND 665#/' 24"0/C 2'0/C 12" O.C. FIELD (TABLE 23-9—I-1 UBC) ' Q 15/32" STRUCTURAL I PLYWD/OSB WITH 10d NAILS AT 2" O.C. AT EDGES AND 870#/' 16 -O/C 1 1/2 -O/C 12" O.C. FIELD (TABLE 23—U—I-1 UBC) STAG'D ' NOTES 1. 50% REDUCTION HAS BEEN CONSIDERED FOR SHEAR. WALL TYPE 2 THROUGH 7 FOR SEISMIC LOADING IN CALCULATIONS. 2. WHERE PLYWOOD/OSB IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN 6' O.C.. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. 3. FOR SHEAR WALLS 11, 12. 13. AND 14 PROVIDE A MIN. OF A SINGLE 3X MEMBER ' AT FOUNDATION SILL PLATES dt ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS SHALL BE STAGGERED. PROVIDE 2X MEMBERS OTHERWISE. ' 4. �%2"x3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT. (UBC SECT. 1806.6.1) 5. DISTANCE FROM FIRST ANCHOR BOLT TO SHEAR PANEL END OR SILL PLATE END SHALL BE NO MORE THAN 12" NOR LESS THAN 4-3/8". WEI PEIISTRUCTURAI ENGINEERS, INC. Structural/Seismic/Forensic '431 W. Holt Blvd., Suite D4, Ontario, CA 91762 . Tel: (909) 937-0122 Fax: (909) 937-0120 t DESIGN LOADS: FLAT ROOF: DL= BUILT-UP ROOF'G 3.0 PSF PLYWD 2.5 PSF FRAM'G 4.0 PSF INSL. 1.0 PSF CEIL'G 4.0 PSF MISC. 1.5 PSF DL=16 PSF LL --20 PSF TL=36 PSF BARREL ROOF: DL= ROOF'G 3.0 PSF ' PLYWD 2.5 PSF FRAM'G(16" TH @12" O/C)40 PSF BLOCKING A! , PSF ' INSL. 1.0 PSF CEIL'G 4.0 PSF MISC. 1.0 PSF DL=16 PSF LL=12PSF TL=Z8 :pSF SEIS.: ZONE 4, SOIL PROFILE TYPE: Sd, Na- -1.03, Ca=(0.44)(1.03)=0.484 SEISMIC FORCE: ('2 (0,40V,t(b) ' v= Q,�� w .0. \A/ WIND: 70MPH, EXP."C" P=17.4 PSF @15' P=18.5 PSF @20' P=19.5 PSF @25' Sheet: IA Z WPSE J.N.: By: 7\ Z' S Date: a 1 /o Z WEI P14:STRUCTURAL ENGINEERS, INC. StructuraUSeistnic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 . Tel: (909) 937-0122 Fax: (909) 937-0120 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �obF To�S u�► �,ry Sheet: Z- WPSE J.N.: By: J, 2 - Date: Date: 141 Q 1 IA// �HA,(-U0v1j FAlt) FbOT p pesiCA/ LoA,n Ltf> ALL o-ltiJp u- E C o A h— A LCow�®� P . P WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: Structural/Seismic/Forensic WPSE J. ..-� 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 By:J.Z.S 1 Tel: (909) 937-0122 Fax: (909) 937-0120 Date:03/02 M prs f N 1 . AT. 1 t .(A A S c c -R (L- T a j 1 � Vj 1 1 1 . 1 ,�.�► T 1 1 1 Ar M �s rE a rEo wm 1 6' 4 -W11, 1 D Ip z6z 2° P -L-. PIS) U,e 0 o`SL 1476 Zc o K W=C36)C 6/2)+IBX I rt X36) (biz � U Ye I:> - L, L t_ o g. -2-1 = , Zoo , oKl 4 It A , CI) 4 o = r 6 hc.� (L -L) l(6 PL '0,'7 4 1-/, C LL WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: L� ` Structural/Seismic/Forensic WPSE J.N.: 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 By:J.Z.S 1 Tel: (909) 937-0122. Fax: (909) 937-0120 Date:03/02 1 1 AT cl-°se- T 1 oil 1 1 L�13 IzA-RT wz,D6)0 t f. p = 4 • �� sy��►X t4tt �.(. L 3.6 r' " IJ w = �36)c 30 �Z�-��Xs� boo pLF U5 : 3 '/ f 117/Ejt ` P -:::L = o.zo2 _ L 6S& WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: 5 Structural/Seismic/Forensic WPSE J. .. 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 By:J.Z.S ' Tel: (909) 937-0122 Fax: (909) 937-0120 Date:03/02 �/�T v� M�A RM 7.5' Vit p. V1y like, <D AT (IARAG t qt Z�Z�I< Z�Z3k 36) s/z)t474p 6)( 4-,512-). -r (v- =lb PL p=4..it�_ dV = 3 6)e 2- 7• S //2 = 4q_�_ PC F OSE 6k 12. ori WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 . Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: WPSE . .. By. J.Z.S Date:04/02 /4-q ISXZ= . 3rr ' WEI PEI STRUCTURAL ENGINEERS, INC. Title : 7 --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ' ONTARIO, CA 91762 Misc TEL...: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM1 ---------------------------I --- Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6-1 --Span 7--j--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 8 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH inj 3.5 BEAM DEPTH inj 11.88 ---- CALCULATED VALUES ---- ---------------------------------------------------------------- --------------- F'b - Modified Allow. psis 3,625 fb - Actual psil 802 F'v - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 58.63 Moment 0 Left in-ki 11" Right in-kj Max. Mom. 0 Mid -Span in-ki 66.0 X -Dist ftp 5.55 Shears: Left kj 1.99 Right ki -5.29 Reactions: Left: Dead kj 1.99 Live ki Total kj 1.99 Right:Dead ki 5.29 Live kj Total kj 5.29 Max. Defl. ® Mid Span inj -0.065 X -Dist ftj 4.27 ------- DESIGN DATA ------- I ----------- ---------- ---------- ---------- ---------- ----------I----------I---------I Le: Unsupported Length ftp Fb - BASIC ALLOW. psis 2,900 Fv - BASIC ALLOW. psis 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ---------- ---------- ---------- ---------- ----------I----------I---------I USE LL THIS SPAN? Y/Nj 1 1 1 1 1 1 1 1 UNIFORM...... DL plfj 360 LL plfl PARTIAL...... DL plfl LL plfl X -Left ftp X -Right ftp TRAP.... DL 0 Left #/ftj DL 0 Right #/ftp LL 0 Left #/ftj LL ® Right #/ftp X -Left ftj X -Right ftj POINT........ DL #1 4400 LL #1 X -Dist. ftp 7.00 ,WEI PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : '931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc . TEL.-: (909) 937-0122 FAX: 937-0120 Dsngr : Dare:********** -------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> 1113 >> BM2 ---------------------------�--- Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6-1 --Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n 'SPAN LENGTH ftl END FIXITY.... Leftl 14.5 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inl 3 BEAM DEPTH inI 11.88 ---- CALCULATED VALUES ----I---------------------------------------------------------------------------------------- F'b - Modified Allow, psil 3,625 - Actual psis 1,032 'fb F'v - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 61.09 t Moment'® Left in-kl Right in-kl Max. Mom. m Mid -Span in-kl 72.9 X -Dist ftl 7.25 ' Shears: Left kl 1.67 Right kI -1.67 Reactions: Left: Dead ki 1.67 ' Live kj Total kj 1.67 Right:Dead kl 1.67 Live kl ' Total ki 1.67 Max. Defl. O Mid Span inI -0.274 X -Dist ftp 7.25 -- DESIGN DATA ------- I-----------I---------- ---------- ----------I----------I----------I----------I---------I Le: Unsupported Length ftj Fb - BASIC ALLOW. psil 2,900 'Fv - BASIC ALLOW. psil E ksil 290.00 2,000 85.00 1,800 85.00 1,800 85.00 1,800 85.00 1,800 85.00 1,800 85.00 1,800 85.00 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25. 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I-----------I----------I----------I----------I----------I----------I-- -------I---------I ' USE LL THIS SPAN? Y/Nl 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 231 LL plf PARTIAL...... DL plfl ' LL plfl X -Left ftl ' X -Right ftl TRAP.... DL ® Left #/ftl DL ® Right #/ftl LL ® Left #/ftl ' LL m Right #/ftl X -Left ftl X -Right ftl POINT........ DL #I ' LL #1 X -Dist. ft] 1 WEI PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: 1 ONTARIO, CA 91762 Misc . TEL:: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** 1 ----------7-------------------------------------------------------------- MULTI -SPAN TIMBER BEAM DESIGN & ANALYSIS Page --------------------------------------------------------- DESCRIPTION >> ---------------- 1 » j� M ---------------------------I---Span 1--I--Span 2--1--Span 3--I--Span 4--j--Span 5--1--Span 6--I--Span 7--I--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n 1 SPAN LENGTH ftp 25.5 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 1 BEAM WIDTH ini 5.25 BEAM DEPTH ini- 15.25 ---- CALCULATED VALUES ---- - ------------------------------------------------------------------------------ F'b - Modified Allow. psis 3,530 fb- Actual psil 1,802 1 F'v - Modified Allow, psis 362.50 fv (actual) * 1.5 psis 80.40 1 Moment"o Left in-kj Right in-kj 0.0 Max. Mom. G Mid -Span in-ki 366.8 X -Dist ftj 12.75 ' Shears: Left kj 4.07 Right kj -4.35 Reactions: Left: Dead kj 4.07 Live ki 1 Total ki 4.07 Right:Dead kj 4.35 1 Live ki Total ki 4.35 Max. Defl. 0 Mid Span inj -1.171 X -Dist ftj 12.75 -- DESIGN DATA ------- I ----------- ---------- -------------------- ---------- ---------- ---------- --------- 1 Le: Unsupported Length ft) Fb - BASIC ALLOW. psil 2,900 1 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 85.00 85.00 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ---------- ---------- ---------- ---------- ---------- ---------I 1 USE LL THIS SPAN? Y/Nj 1 1 1 1 1 1 1 1, UNIFORM...... DL plfj 51 LL plfj PARTIAL...... DL plfj 261 1 LL plfj X -Left ftj 6.00 1 X;Right ftj 20.50 TRAP.... DL 0 Left #/ftj DL ® Right #/ftp LL G Left #/ftj 1 LL ® Right #/ft) X -Left ftj X -Right ftj POINT........ DL #1 1670 1 LL #1 X -Dist. ftj 6.00 WEI PEI STRUCTURAL ENGINEERS, INC. Title --STRUCTURAL/SEISMIC/FORENSIC Scope '931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc . TEL:-: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ------------------------------------------------------------------------- '-----------------MULTI_SPAN TIMBER BEAM DESIGN & ANALYSIS --------------------------------- ---------------- DL #1 1670 ' LL #1 X -Dist. ft1 20.50 DL #1 LL #1 X -Dist. ft1 DL #1 LL #I X -Dist. ft1 MOMENT....... DL ft -#1 LL ft -#1 'X -Dist. ft] ------ QUERY VALUES-------I-----------1----------I----------I----------I----------1----------I-----------I---------I ' WEI PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : '931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc . TEL.: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ----------7-------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> I('k » BM4 ---------------------------I---Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftl 19.5 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inI 5.25 BEAM DEPTH ini 14.00 ---- CALCULATED VALUES ---- --- -------=------------------------------------------------------------------- F'b - Modified Allow. psil 3,563 fb - Actual psil 1,633 F'v - Modified Allow. psil 362.50 fv (actual) - 1.5 psil 109.56 Moment"® Left in-kl Right in-kI Max. Mom. ® Mid-Span in-kl 280.1 X-Dist ftl 13.26 ' Shears: Left kI 3.51 Right kl -5.66 Reactions: Left: Dead kl 3.51 ' Live kI Total kl 3.51 Right:Dead kI 5.66 ' Live ki Total kl 5.66 Max. Defl. 0 Mid Span inI -0.650 X-Dist ftI 10.27 -- DESIGN DATA ------- I-----------I----------I----------I----------I----------I----------I----------I---------I Le Unsupported Length ftI Fb - BASIC ALLOW. psil 2,900 Pv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS------- I-----------I----------I----------I----------I----------I----------I----------I---------I ' USE LL THIS SPAN? Y/NI 1 1 1 1 1 1 1 1, UNIFORM...... DL plfl 246 LL p1fl PARTIAL...... DL plfl 18 LL plfl X-Left ftI ' X-Right ftI 15.00 TRAP.... DL 0 Left #/ftl DL 0 Right #/ftl LL ® Left #/ftl ' LL 0 Right #/ftl X-Left ftl X-Right ftI ' POINT........ DL #I 4100 LL #1 X-Dist. ftI 15.00 ' INC. Title WEI PEI STRUCTURAL ENGINEERS, : rL --STRUCTURAL/SEISMIC/FORENSIC Scope : 4--j--Span 5--I--Span W. HOLT BLVD., SUITE D-4 Number: ALL SPANS SIMPLE SUPPORT ? '931 ONTARIO, CA 91762 Misc . TEL..: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** SPAN LENGTH ftp ------------------------------------------------------------------------- MULTI-SPAN TIMBER ---------------------------------- BEAM DESIGN ------------ & ANALYSIS Page --------------------------- DESCRIPTION >> 1113 >> BMS --------------------------- I --- Span 1--I--Span 2--j--Span 3--j--Span 4--j--Span 5--I--Span 6----SFan 7--I--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftp 11 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH ink 3.5 BEAM DEPTH inj 11.88 ---- CALCULATED VALUES ----I------------------------------------------------------------------------ ---------------- F'b - Modified Allow. psil 3,625 fb- Actual psi[ 1,323 F1 - Modified Allow. psil 362.50 fv (actual) * 1.5 psil 98.41 Moment Left in-kj " Right in-kj Max. Mom. ® Mid -Span in-kj 108.9 X -Dist ftp 5.50 Shears: Left kj 3.30 Right kj -3.30 Reactions: Left: Dead kj 3.30 Live kj Total kj 3.30 Right:Dead kj 3.30 Live ki Total kj 3.30 Max. Defl. B Mid Span inj -0.202 X -Dist ftj 5.50 ------- DESIGN DATA. ------- I ----------- ---------- ---------- ---------- ---------- ---------- ---------- --------- Le: Unsupported Length ftl Fb - BASIC ALLOW. psil 2,900 Pv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ---------- ---------- ---------- ---------- ---------- ---------- --------- USE LL THIS SPAN? Y/Nj 1 1 1 1 1 1 1 1 UNIFORM...... DL plfj 600 LL plfj PARTIAL...... DL plfj LL plfj X -Left ft X -Right ftj TRAP.... DL ® Left #/ftp DL ® Right #/ftj LL ® Left #/ftp LL 0 Right #/ftj X -Left ftj X -Right ftp POINT........ DL #1 LL #1 X -Dist. ftj 1 WEI PEI STRUCTURAL ENGINEERS, INC. Title : /3 --STRUCTURAL/SEISMIC/FORENSIC Scope : '931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL._.: (909) 937-0122 FAX: 937-0120 Dsngr Da=e:********** ------------------------------------- ------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page - ------------------------------------------------------------------------ DESCRIPTION >> 1113 » B� '-------------------------ISpan 1--I--Span 2--I--Span 3--j--Span 4--I--Span 5--I--Span 6--1--Span 7--I--Span 8-1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 21.5 END FIXITY.... Left 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj 1 1 1 1 1 1 1 1 BEAM WIDTH inj 5.25 BEAM DEPTH ink 14.00 ---- CALCULATED VALUES ---- I---------------------------------------------------------------------- - - --------------- F'b - Modified Allow. psil 3,563 'fb- Actual psil 2,332 F1 - Modified Allow. psis 362.50 fv (actual) - 1.5 psis 116.21 ' Moment„® Left in-kj Right in-kj 0.0 Max. Mom. 0 Mid -Span in-kj 399.9 X -Dist ftj 7.45 ' Shears: Left kj 6.24 Right kj -3.06 Reactions: Left: Dead kj 6.24 ' Live ki Total kj 6.24 Right:Dead kj 3.06 ' Live kj Total kj 3.06 Max. Defl. ® Mid Span in[ -0.977 X -Dist ftj 9.89 -- DESIGN DATA ------- I ----------- ---------- ---------- ---------- ------------------------------I---------I ' Le Unsupported Length ftj Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I ----------- ------------------------------ -------------------- ----------I---------I USE LL THIS SPAN? Y/Nj 1 1 1 1 1 1 1 1 UNIFORM...... DL plfj 96 LL plfl ' PARTIAL...... DL plfj 378 LL plfl X -Left ftl X -Right ftl 7.50 TRAP.... DL ® Left #/ftj DL @ Right #/ftj LL ® Left #/ftj ' LL ® Right #/ftp X -Left ftp X -Right ftj ' POINT........ DL #1 4400 LL #1 X -Dist. ftj 7.50 ' WEI PEI STRUCTURAL ENGINEERS, INC. Title : 6z --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ' ONTARIO, CA 91762• Misc . TEL...: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** -----------------------------------------------------------=------------- ------MULTI_SPAN STEEL BEAM DESIGN & ANALYSIS Page --------------------------------------------------------- DESCRIPTION » 1113 ' ---------------» ---------- I --- Span 1 -1 --Span 2 -1 --Span 3 -1 --Span 4 -1 --Span 5 -1 --Span 6 -1 --Span 7 -1 --Span 8-1 1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftj 32 END FIXITY..... Lftj 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rtj 1 1 1 1 1 1 1 1 AISC SECTION ---------->> jTS8X6X3/16 None None None None None None None --- CALCULATED VALUES ----- I---------------------------------------------------------------- --------- Fb - Allowable psil 27,600 fb - Actual psil 4,595 fv - Actual psis 373 Moment ® Left ft-ki " Right ft-kj Max. Mom. ® Mid -Span ft-kj 4.5 X -Dist ftj 16.00 Shears: Left kj 0.56 Right ki 0.56 Reactions: Left: Dead k] 0.6 Live kj \ Total kj 0.6 Right:Dead kj 0.6 Live ki Total kj 0.6 Max. Defl. ® Mid Span inj -0.608 X -Dist ftj 16.000 ---- BEAM DESIGN DATA ----- I ---------- --------- ------------------ ------------------I------------------I UNBRACED LENGTH ftj Fy ksil 46 36 36 36 36 36 36. 36 SECTION AREA in^21 5.02 BEAM DEPTH ini 8.00 BEAM WIDTH ink 6.000 FLANGE/WALL THICKNESS inj 0.188 WEB THICKNESS ink 0.188 I -XX in'4146.799999 I -YY in^4130.100000 rT, X:Bar, y, LL Spacing ------ APPLIED LOADS ------ I ---------- ------------------ --------- --------- --------- --------- --------- USE LL THIS SPAN? Y/Nj Y Y Y Y Y Y Y Y UNIFORM....... DL klfl 0.035 LL klfl PARTIAL....... DL klfl LL klfl X -Left ftj X -Right fti TRAP.... DL ® Left k/ftj DL G Right k/ftj LL ® Left k/ftj LL 0 Right k/ftp X -Left fti X -Right ftp 'WEI PEI STRUCTURAL ENGINEERS, INC. Title : /S7 --STRUCTURAL/SEISMIC/FORENSIC Scope : W. HOLT BLVD., SUITE D-4 Number: 1931 ONTARIO, CA 91762 Misc . TEL..: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ------------------------------------------------------------------------- MULTI-SPAN TIMBER BEAM DESIGN & ANALYSISPage --------------------------------------------------------- DESCRIPTION >> 1113 ' » BM9 ---------------------------I---Span 1--I--Span 2--I--Span 3--I--Span 4--I--Span 5--I--Span 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n 'SPAN LENGTH ftl 21 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH in[ 5.25 BEAM DEPTH ini - --14.00 --- - ---- CALCULATED VALUES ---- ---------------------------------------------------------------------- F'b - Modified Allow. psil 3,563 fb - Actual psil 1,524 F'v - Modified Allow. psi[ 362.50 fv (actual) * 1.5 psil 127.26 Moment m Left in-kl , Right in-kl -0.0 Max. Mom. O Mid -Span in -k] 261.4 X -Dist ftl 9.94 ' Shears: Left kl 6.76 Right kl -6.79 Reactions: Left: Dead kl 6.76 Live kl Total kl 6.76 Right:Dead kl 6.79 Live kl 'Total kl 6.79 Max. Defl. 9 Mid Span in[ -0.806 X -Dist ftl 10.50 DESIGN DATA ------- I-----------I----------[----------I----------I----------I----------I----------I---------[ ' Le Unsupported Length ftl' Fb - BASIC ALLOW. psil 2,900 'Fv - BASIC ALLOW. psil 290.00 85.00 85.00 85.00 85.00 85.00 85.00 85.00 E ksil 2,000 1,800 1,800 1,800 1,800 1,800 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS ------- I-----------I----------I----------I----------I----------I----------I----------I---------I USE LL THIS SPAN? Y/NI 1 1 1 1 1 1 1 1 UNIFORM...... DL plfl 111 LL plfl PARTIAL...... DL plfl 387 LL plf[ X -Left ftl X -Right ftl 3.25 TRAP.... DL 0 Left #/ftl 387 DL ® Right #/ftl 387 LL ® Left #/ftl ' LL ® Right #/ftl X -Left ftl 18.00 X -Right ftl 21.00 ' POINT........ DL #I 4400 LL #I X -Dist. ftl 3.25 ' WEI PEI STRUCTURAL ENGINEERS, INC. Title : �V --STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ' ONTARIO, CA 91762 Misc TEL.._: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ------------------------------------------------------------------------- 1 MULTI -SPAN TIMBER BEAM DESIGN & ANALYSIS -------------------------------------------------------------------------- DL # 4400 ' LL #� X -Dist. ftl 18.00 DL #1 ' LL #1 X -Dist. ftp DL #1 LL #1 ' X -Dist. ftl ` MOMENT....... DL ft -#1 LL ft -#1 'X-Dist.ftl ------ QUERY VALUES ------- I ----------- ---------- ---------- ------------------------------1----------I---------I WEI PEI STRUCTURAL ENGINEERS, INC:. Structural/Seismic/Forensic ' 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Seismic Design Parameters (oer UBC -97): Sheet. WPSH J.N.: By: T, Z . S Date: f D X01 1) Per " Maps of Known Active Fault Near -Source Zones" Published by ICBO dated Feb. 1998, the site is no closer than O/.3 km from a) Main Fault: SAN Q N DQFaSFAL1 T Fault Type: A Na= 1.03 and km from b) Secondary Fault: Fault Type: Na = 2) Soil Profile: Sc: Ca = (0.40)(Na) Sd: Ca = (0.44)(Na) Therefore: Ca = (p , 44 �• 03 v= 4r� J a WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic CA7 IL AAIA LYS 1 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 ' FRoN'i— PE—A-K Of A (A) l J?( I x 33= ► o9 PLF 10)(21)(32 =Y P. . N4, N�• ' N2E OV -P,1 Fo R MASONRY Sheet: 1.16 WPSE J.N.: 1 13 By: T 2- , S Date: 1 1, /d I oljv3 /OL W w 4/2 .w, = i zz PAF LA) 17, V X 1 o/L W3 { vv(1. vJ z w, N 0 6 ov", V s CYav�► E, S C,ovE ��� s �vv� Sz �3�� -4 TkkNs F&12 i o•7r lo o;V6, X4t0i6��-1 4l►g� "X z6,V riA UpL1 FT, A u 468m-'oj UrFT: �x�o •.SS( �/�'H.C� l�5 z X =40-774 N'eeDcD ( --�9 P�2� pR NgP �s D �- A l-1 FT: 1SY�c�v-•si l�Xra -rt (6>< I] -A S/2 VSE H Rhn2Z- iv rN D,fto Wt N p pl/epA z2.{ 33�Z Zv13� 317L�- 10 1.0 /xio+�d iVot I6► 1,1 X = 226 N4, N�• ' N2E OV -P,1 Fo R MASONRY Sheet: 1.16 WPSE J.N.: 1 13 By: T 2- , S Date: 1 1, /d I oljv3 /OL W w 4/2 .w, = i zz PAF LA) 17, V X 1 o/L W3 { vv(1. vJ z w, N 0 6 ov", V s CYav�► E, S C,ovE ��� s �vv� Sz �3�� -4 TkkNs F&12 i o•7r lo o;V6, X4t0i6��-1 4l►g� "X z6,V riA UpL1 FT, A u 468m-'oj UrFT: �x�o •.SS( �/�'H.C� l�5 z X =40-774 N'eeDcD ( --�9 P�2� pR NgP �s D �- A l-1 FT: 1SY�c�v-•si l�Xra -rt (6>< I] -A S/2 VSE H Rhn2Z- WEI PEI SJRUCTURAL ENGINEERS, INC. Struttural/eismic/Forensic 931 W. Holt Blvd., Suite D4,, Ontario, CA 91762 . Fgl: (909) 937-0122 : (909) 937-0120 1 1 1 1 1 Ic 1 LAT IL. A NA LA'S I S Sheet: 17 WPSE J.N.: 1 1 I By: T, Z' S Date: , Oto I L1✓f T — ).1.G HT PIR SG—t5: wlAj W o. IS 7x ZI x X07 LF w1I Viz ,c n,a _ 7t P�f K)2. =0d IS�� �l �c �3 _ �4� n Wz " :Y�r PIF w3 X0,1 -7)t 1 07 2LY 71 p4 V4 = o,1q � 21 i 36 r4� PLS 1 �. �. I Z /L = ► ° � CLF S EI S. ( OVERV w w1 w Ii ..—W 101) 3 2-/2 G r-7- 2-9 { 7am 0 °�� 3 32 436�c �z —:# a X33(Z1-7 s�S s�X66� 1g6/ r a',3 I �q� tt-F Ti c Un�LfT: 123 o o 13X �6 q,S` N°rrr,l� 3 008 # ; as(l'-1(of L1j(-.- ''t;, ►� -o.v�f ►���' d �C . 5.7 r2 .t, bX- ,c 8 PPA1lp2Z P7 (.= 58 = L; N a; H. D. 60. 01 1) , N6ea.- p WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W: Holt Blvd., Suite D4, Ontario, CA 91762 ■ Tel: (909) 937-0122 Fax: (909) 937-0120 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STUB DE61 � N I , A -r L c POP M,N.' wtNln Yer-� 0 F = Z °x2.6/2 = Z.50 Sheet: 2-0 WPSE J.N.: 1 1 3 By: -T,Z�S Date: ' 7o Mj'H pt'r 1 1 1 1 1 1 1 1 1 1 1 21 WALL STUD CALCULATION LOCATION:STUD AT LINE C EXT. STUD? (YIN): Y TRY: 2X6 DFL -STUD AT 16" O/C b= 1.5 INCH d= 5.5 INCH Cr= 1.15 SPACING= 16 IN. O/C GRADE= STUD Cd= 1.6 COMPRESSION SIZE FACTOR Cf= 1 FLEXUAL SIZE FACTOR Cf= 1 Fb (PSI) = 675 Fc (PSI) = 825 E (KSI) = 1400 A(INA2)= 8.25 S(INA3)= 7.5625 STUD HEIGHT (FT) = 10 DL+F.LL.(PLF)= 260 SPEED= 70 MEAN RF HT(FT,60 MAX) = 21 I = 1 EXP.= C Ce= 1.19 qs= 12.6 Cq= 1.2 DESIGN WIND PRESSURE(PSF) = 17.9928 WALL WT = 14 PSF le/d = 21..81818 <= 50 OK! KcE= 0.3 FOR VISSUALLY GRADED LUMBER C= 0.8 FOR SAWN LUMBER FcE= KcE(E)/(le/d)A2 = 882.2916 PSI Fc*= Fc (Cd) (Cf) = 1320 PSI /-------------------------- 1+(FcE/Fc*) / 1+(FcE/Fc*) 2 FcE/Fc* CP=---------- - / [------------] - --------- 2c \/ 2c c = 0.540927 Fc' _ (Fc*)(Cp) = 714.0241 PSI Fb, = Fb (Cd) (Cf) (Cr) = 1242 PSI MAX. MOMENT AT MID HT = 299.88 FT -LBS TOTAL AXIAL LOAD AT MID HT = 440 LBS/STUD fc = 53.33333 PSI <= FcE = 882.2916 OK fc = 53.33333 PSI <= Fc' = 714.0241 OK fb = 475.8426 PSI <= Fb, = 1242 OK. fc 2 fb [---] +-------------- =0.413354 <= 1 OK! Fc' Fb' (1-fc/FcE) ' WEI'PEI STRUCTURAL ENGINEERS, INC. Sheet: " 7- Structural/Seismic/Forensic Structural/Seismic/Forensic WPSE J. N.': ' 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 By: J, 2 , S Tel: (909) 937-0122 Fax: (909) 937-0120 Date: / p P G-7A/LoAbs 4- ? i.0 M As_o IVR Y WALL T-1 k = �" 12 P. g'1 "C FOR I L OTn pp G� -- Fr - hr� �l p ��E C r, ve c-tc, LI �> CSA) C7r' o Tr— fo d2 �o Psi 109- �� ' WEI PEI STRUCTURAL ENGINEERS, INC. S tnictural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 997-0122 Fax: (909) 937-0120 1 1 1 1 1 1 ��. w I Al ID �') F'f e Sheet: 2. WPSE J.N.: By. 7. z .5 1 Date: 1 ' • � 0 I P Ce Cgs r--rD _ ;o C = I,O C� _ +':, = tzb Psf �S 5e( -S. L -04L7 Cgovc—R-A/ ®0. I PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. HOLT BLVD., SUITE D4 TTAIO, CA 91762 Job #: 1113 By:JZS Page of Date: 11/,20/01 TEL.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF ------------ ------------------------------------- ------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg1 of 2 ---------- SOIL DATA ------------- ---------- ------------------------- ------- ADDED VERTICAL ----- LOADS-------- -- Allowable Bearing 1,560 psf Axial DL on Stem 0 plf Active Lateral EFP 30.0 psf Axial LL on Stem 0 plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in .Active Press Limit = N/A psf Surcharge over Tce 0.0 psf ' Bkfill Slope(0=level)=. 0.0:1 Surcharge over Heel 0.0 psf Passive Lateral = 250 pcf Using Surcharge to resist Soil Density Soil Ht over Toe 110.0 4.0 pcf in overturning @ Heel @ Toe Yes Yes - - ADDED LATERAL LOADS ------ -------- ADJACENT" FOOTING ---------- Lateral Load Acting Vertical load = 0 plf ' On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) 0.00 in Footing Width (perp) 0.00 ft Add'1 Lateral Load = 19.0 plf Face Top Stem to Ftg. CL= 0.00 ft ' :..height to stop .height to start 8.33 0.00 ft ft Ftg. Base Above/Below At Wall Face [/-] Soil 0.00 ft Footing Type Square ---------------------------- Retained Height WALL & 0.33 ft FOOTING DATA ------------------------- Toe Width 1.00 ft Wall Ht. above soil 8.00 ft Heel Width - 1.67 ft Total Wall Height = 8.33 ft ------- Key Depth 0.00 in Total Width 2.67 ft Key Width Key Dist. to Toe 0.00 = 0.000 in ft Thickness 12.00 in Pressure @ Toe 1,235 SUMMARY psf Factors of Safety: Pressure @ Heel = 0 psf Overturning = 1.83 :1 Allowable Press. = 1,560 psf. Sliding = 3..89 :1 Eccentricity = 8.75 in Allowable Shear 85.00 psi Resultant Outside Middle Third 1-Way Shear @ Toe 9.7 psi Note: "Pv: Used for Soil Pres. 1-way Shear @ Heel = 2.5 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 237.2 # Soil @ Toe Not Used Factor of Safety = 0.00 - 3.89 in (-)Passive Pressure (-)Friction = 222.2 3.93.2 # # Add'1 Force Req-d - 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe --- --Heel-- f'c 2,500 psi ACI 9.1 Pressure = Mu - Upward = 1,730 925 0 5 psf Fy ft-# Upward soil pres..used 60,000 psi. on heel Mu - Downward = Mu - Design = 178 748 179 173 ft-# -------- Rebar Choices ft-# Toe(bot) -------- Heel(top) One-Way Shear: #4 @Not Reqd in Not Reqd in ' ' vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bdA2 = Min. Rebar Ratio = 9.73 85.00 3.00 8.50 0.0 0.0000 2.46 85.00 3.00 8.50 0.0 psi #5 @Not Reqd psi #6 @Not Reqd in #7 @Not Reqd in #8 @Not -Reqd #9 @Not Reqd #10 @Not -:Zeqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in in in in in in II PEI STRUCTURAL ENGINEERS, INC. Title: WALL 2� --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. HOLT BLVD., SUITE D4 Page of TARIO, CA 91762 Job #: 1113 By:JZS -Date: 11/20/01 TEL.:..(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- ' (Values shown for concrete STEM DESIGN ---------------------------------- stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) t ------------------------------------------------------------------- ---DESI---GN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry ' Thickness (nominal)12--0--Q-1in Rebar Size # 5 z Rebar Spacing = in ' Rebar Placed at DESIGN DATA. Center fb/Fb + fa/Fa = 0.940 Lateral Load @ Design Ht = 158 # MOMENT..... Actual 659 ft-# ' Allowable 701 ft-# SHEAR...... Actual = 3.93 psi ' Allowable Embedment Length Req'd 22.33 6.72 psi Wall Weight = .781*0 psf ' Rebar Placed at Depth 'd'= MASONRY DATA............................................................ 3.75 in f'm 1,500 psi ' Fs Grouting Special Inspection = 24,000 F �No�:3 psi n : Es / Em = 25.78 'Short Term Increase CONCRETE DATA. 1.33 f' c = psi, Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- ' �- Overturning Moments Resisting Moments -� Origin of Force: # ft ft-# # ft ft-# ---------------- -------------- Heel Active Press. = --------- 27 0.44 12 ------- -------------- Soil over Heel = =6 2.17 79 t Toe Active Press. _ Soil over Toe = -27 0.44 -12 -7 0.50 18 Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel 0 0.00 0 ' Surcharge @ Toe 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 ' Load @ Proj. Wall Averaged Stem Wts. - 0 0.00 0 650 1.33 866 Earth Behind Stem = 0 0.00 0 ' Added Lateral Load = Footing Weight 158 5.17 817 400 1.34 535 Key Weight 0 0.00 0 Vert. Componant of = 0 0.00 0 Active Press. -------------�--- --------- ' ---------- TOTALS - --------- 158 817 1,123 1,498 ----------------- Totals used for Soil Pressure, Pv Included = 1,123 --------- 1,498 UPEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. HOLT BLVD., SUITE D4 ft Page of TARIO; CA 91762 Job #: 1113w.. By:J.3.S. Date:`tl/20/01 L.:-(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF ------------7------------------------------------------------------------------- ------------------------------------ CANTILEVERED ---------- RETAINING WALL DESIGN -------------------------------- Pg 1 of 2 WALL Retained Height ---------- SOIL DATA ------------- ft Wall Ht. above soil ' Allowable Bearing 1,560 psf ft Active Lateral EFP 30.0 psf Key Width ....Slope Active = 0.0 psf = 0.000 Active Press Limit = Bkfill Slope(0=level)= N/A psf 0.0:1 Yes Passive Lateral = 250 pcf 1 -Way Shear @ Toe = Soil Density = Soil Ht over Toe = 110.0 4_ 4.0 pcf in Vertical load = - - ADDED LATERAL LOADS - - - 0.00 Lateral Load Acting Footing Width (perp) = 0.00 ' On Stem Above Soil = 0.00 psf Ftg. Base Above/Below Soil Add'1 Lateral Load = 30.0 plf 0.00 ...height to stop ..height to start 8.33 0.00 ft ft WALL Retained Height = 0.33 ft Wall Ht. above soil = 8.00 ft Total Wall Height = 8.33 ft Key Depth = 0.00 in Key Width = 0.00 in Key Dist. to Toe = 0.000 ft ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist = 9.67 in overturning @ Heel Yes psi @ Toe Yes 1 -Way Shear @ Toe = -------- ADJACENT FOOTING ---------- Soil Pres. Vertical load = 0 plf .Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Face Top Stem to Ftg. CL= 0.00 ft Ftg. Base Above/Below Soil Soil @ Toe Not Used = 0.00 At Wall Face [+/-] = 0.00 ft Footing Type Square & FOOTING DATA ------------------------- 597.1 # #4 Toe Width = 1.00 ft Heel Width = 2.00 ft 1u�ci1 Total Width = 3.00 ft Thickness = 16.00 in Pressure @ Toe = 1,638 psf Factors of Safety: Pressure @ Heel = 0 psf Overturning = 1.86 :1 Allowable Press. = 1,560 psf. Sliding = 3.78 :1 Eccentricity = 9.67 in Allowable Shear = 85.00 psi psi Mu - Upward = 1,433 1 -Way Shear @ Toe = 9.4 psi Note: "Pv: Used for Soil Pres. on heel 1 -Way Shear @ Heel = 2.2 psi ---g------------------_------ ft-# SLIDING CHECK ------------------------------ -------- Ft /Soil Friction 0.350 1,174 Tot Lateral Force*1.5= 374.6 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 347.2 # Factor of Safety = 3.78 (-)Friction = 597.1 # #4 @Not Reqd Add'1 Force Reqd = 0.0 # ---------------------------- FOOTING vu = DESIGN ------------------------------ 2.18 (Using ACI'Factors) --- Toe--- --Heel-- f'c = 2,500 psi ACI 9.1 Pressure = 2,293 0 psf Fy = 60,000 psi Mu - Upward = 1,433 7 ft-# Upward soil pres. used on heel Mu - Downward = 259 258 ft-# -------- Rebar Choices -------- Mu - Design = 1,174 252 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 9.41 2.18 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 12.50 12.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in LI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. HOLT BLVD., SUITE D4 Page of TARIO, CA 91762 Job #: 1113w.. By:J.Z.S. Date: x/20/01 L.:_-(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF - -------------------------------- STEM DESIGN ---------------------------------- (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG. = 0.00 ft - WALL TYPE ABOVE HT. Masonry ' Thickness (nominal) - 12.00 in Rebar Size # 4 Rebar Spacing = 32.00 in Rebar Placed at Center DESIGN DATA............................................................. fb/Fb + fa/Fa 0.978 Lateral Load @ Design Ht = 250 # ' MOMENT..... Actual _ 1,041 ft-# Allowable 1,064 ft-# SHEAR...... Actual = 3.87 psi Allowable 22.33 psi Embedment Length Req'd 10.90 Wall Weight = 124.0 psf Rebar Placed at Depth 'd'= 5.75 in ' MASONRY DATA............................................................ f'm 1,500 psi Fs = 24 psi ' Grouting Full' f� Special Inspection N6 n : Es / Em = 25. 'Short Term Increase = 1.33 CONCRETE DATA. f' c = psi. FY = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- ' �- Overturning Moments -I- Res -sting Moments -1 Origin of Force: Heel Active Press. _ Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = A t'P # ft ft-# # ft ft-# 42 0.55 23 36 2.50 91 -42 0.56 -23 37 0.50 18 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 1,033 1.50 1,549 0 0.00 0 250 5.50 1,374 6D0 1.50 900 0 0.00 0 0 0.00 0 c ive ress.--- - - - - ----- - -� - -- TOTALS = 250 1,374 ------------------ Totals used for Soil Pressure, Pv Included = 1,7D6 2,558 ----- --------- 1,7-6 2,558 I PEI STRUCTURAL ENGINEERS, INC. Title: WALL z ' --STRUCTURAL/SEISMIC/FORENSIC Descr: 10'-0" 1 W. HOLT BLVD., SUITE D4 Page of TARIO, CA 91762 Job #: 111 By:JZ3 Date: 117-20/01 L.:-(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF CANTILEVERED RETAINING WALL DESIGN Pg1 of 2 - --------------------------------------------------------- ------------------- ---------- SOIL DATA ------------- 0.33 ft Allowable Bearing = 1,560 psf Active Lateral EFP = 30.0 psf ....Slope Active = 0.0 psf ..Active Press Limit = N/A psf Bkfill Slope(0=level)= 0.0:1 Passive Lateral = 250 pcf Soil Density = 110.0 pcf Soil Ht over Toe = 4.0 in ------ ADDED LATERAL LOADS ------- plf Lateral Load Acting 0.00 in On Stem Above Soil = 0.00 psf Add'1 Lateral Load = 30.0 plf ...height to stop = 8.33 ft ...height to start = 0.00 ft N.Ame Retained Height = 0.33 ft Wall Ht. above soil = 10.00 ft Total Wall Height = 10.33 ft Key Depth = 0.00 in Key Width = 0.00 in Key Dist. to Toe = 0.000 ft ------ ADDED VERTICAL LOADS - Axial DL on Stem = 150 '`lf,8% Axial LL on Stem = 120 if . ..Ecc Left of Stern CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist 4.34 :1 Eccentricity = overturning @ Neel Yes Allowable Shear- = @ Toe Yes -------- ADJACENT FOOTING ---------- 10.7 psi Vertical load = 0 plf .Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Face Top Stem to Ftg. CL= 0.00 ft Ftg. Base Above/Below Soil Tot Lateral Force*1.5= 374.6 # At Wall Face [+/-] = 0.00 ft Footing Type Square Factor of Safety = & FOOTING DATA ------------------------- (-)Friction = Toe Width = 1.00 ft Heel Width = 2.00 ft 1uC�i`iu` NI.V4 Total Width = 3.00 ft Thickness = 16.00 in Pressure @ Toe = 1,681 psf Factors of Safety: f'c Pressure @ Heel = 0 psf Overturning = 2.30 :1 Allowable Press. = 1,560 psf Sliding = 4.34 :1 Eccentricity = 7.42 in Allowable Shear- = 85.00 psi 60,000 psi 1 -Way Shear @ Toe = 10.7 psi Note: "Pv: Used for Soil Pres. ft-# 1 -Way Shear @ Heel = 1.0 psi ----------------------------- ' SLIDING CHECK ------------------------------ 258 151 Ftg/Soil Friction = 0.350 Rebar Choices Toe(bot) Heel(top) Tot Lateral Force*1.5= 374.6 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 347.2 # Factor of Safety = 4.34 (-)Friction = 736.4 # One -Way Shear: Add'1 Force Req -d = 0.0 # ---------------------------- FOOTING @Not DESIGN ------------------------------ in (Using ACI Factors) --- Toe--- --Heel-- f'c 2,500 psi ' ACI 9.1 Pressure = 2,380 0 psf Fy 60,000 psi Mu - Upward = 1,567 108 ft-# Upward soil pres. used on heel ' Mu - Downward = Mu - Design = 259 1,308 258 151 ft-# ft-# -------- Rebar Choices Toe(bot) Heel(top) -------- One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 10.66 0.95 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 85.00 85.00 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 12.50 12.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in ' Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in �I PEI ST TUBAL ENGINEERS, INC. Title: WALL --STRUCTURALSEISMIC/FORENSIC Descr: 10'-0" kE 1 W. HOLT BLVD., SUITE D4 Page of TARIO, CA 91762 Job #: 1113 By:JZS Date: 11/20/01 L.:.(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- STEM DESIGN ----------- ----------------------- (Values shown for concrete stems have been factored) Pg 2 of 2 �- Descending Stem Sections, Highest @ Left Stem Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry ' Thickness (nominal) 1 in Rebar Size # 5 Rebar Spacing =- in Rebar Placed at Center DESIGN DATA.............................................................. fb/Fb + fa/Fa 0.885 Lateral Load @ Design Ht = 250 # ' MOMENT..... Actual 1,041 ft-# Allowable 1,267 ft-# SHEAR...... Actual = 3.93 psi Allowable 22.33 psi Embedment Length Req'd 8.93 Wall Weight = 124.0 psf Rebar Placed at Depth 'd'= 5.75 in ' MASONRY DATA............................................................ f'm 1,500 psi Fs = 24,000 psi Grouting Fu Special Inspection No 3 n . Es / Em = 25. ' Short Term Increase = 1:33 CONCRETE DATA. f'c = psi Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS--------- �- Overturning Moments Resisting Moments -� Origin of Force: # ft ft-# # ft ft-# 1 ---------------- -------------- --------- ------- -------------- Heel Active Press. = 42 0.55 23 Soil over Heel = 36 2.50 91 Toe Active Press. _ -42 0.56 -23 Soil over Toe = .37 0.50 18 Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 ' Surcharge @ Heel 0 0.00 0 Surcharge @ Toe 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 150 1.50 225 ' Load @ Proj. Wall _ 0 0.00 0 Averaged Stem Wts. - 1,261 1.50 1,921 Earth Behind Stem = 0 0.00 0 Added Lateral Load = 250 5.50 1,374 Footing Weight 600 1.50 900 Key Weight 0 0.00 0 Vert. Componant of = 0 0.00 0 ' Active Press. --------- --------- -------- --------- TOTALS = 250 1,374 2,1.04 3,155 Totals used for Soil Pressure, Pv Included = 2,104 3,155 II PEI STRUCTURAL ENGINEERS, INC. Title: WALL 30 --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. HOLT BLVD., SUITE D4 Page of TARIO, CA 91762 Job #: 1113 By:JZS Date: 11/20/01 L.: (909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)199�- File:JOBS-99'.RPF ----------------/-'-,-------------------------------------------------------------- /�I"� CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -----------------------------------------------------�- ---------- SOIL DATA ------------- ------ ADDED VERT -CAL LOADS Allowable Bearing 1,560 psf Axial DL on Stem lf apif Active Lateral EFP 30.0 psf Axial LL on Stem ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ' Active Press Limit Bkfill Slope(0=level)= = N/A 0.0:1 psf Surcharge over Toe Surcharge over Heel 0.0 psf 0.0 psf Passive Lateral = 250 pcf Using Surcharge to resist ' Soil Density Soil Ht over Toe = 110.0 = 4.0 pcf in overturning @ Heel @ Toe Yes Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) 0.00 in ' Footing Width (perp) 0.00 ft Add'1 Lateral Load = 19.0 plf Face Top Stem to ?tg. CL= 0.00 ft ' ...height to stop .height to start 8.33 0.00 ft ft Ftg. Base Above/Below At Wall Face [+/-] Soil 0.00 ft Footing Type Square ---------------------------- WALL & FOOTING DATA ------------------------- ' Retained Height 0.33 ft Toe Width 1.00 ft Wall Ht. above soil 8.00 ft Heel Width 1.67 ft Total Wall Height = 8.33 ft ------- Key Depth Key Width 0.00 0.00 in in Total Width Thickness 2.67 ft 12.00 in Key Dist. to Toe = 0.000 ft ' ------------------------------= Pressure @ Toe 1,229 SUMMARY psf Factors of Safety: Pressure @ Heel 0 psf Overturning = 1.87 :1 Allowable Press. = 1,560 psf. Sliding = 3.94 :1 Eccentricity = 8.48 in Allowable Shear 85.00 psi ' Resultant Outside Middle Third 1 -Way Shear @ Toe 9.9 psi Note: "Pv: Used for Soil Pres. 1 -Way Shear @ Heel = 2.3 psi ' ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 237.2 # ' Soil .@ Toe Not Used Factor of Safety = 0.00 = 3.94 in (-)Passive Pressure (-)Friction = 222.2 # 400.2 # Add'1 Force Req'd 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe --- --Heel-- f'c 2,500 psi ' ACI 9.1 Pressure = 1,726 0 psf Fy 60,000 psi Mu - Upward = 932 9 ft-# Upward soil pres. used on heel ' Mu - Downward Mu - Design 178 755 179 170 ft-# -------- Rebar Choices ft-# Toe(bot) -------- Heel(top) One -Way Shear. #4 @Not Feqd in Not Reqd in vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bdA2 = Min. Rebar Ratio = 9.87 85.00 3.00 8.50 0.0 0.0000 2.35 85.00 3.00 8.50 0.0 psi #5 @Not F_egd psi #6 @Not Reqd in #7 @Not Reqd in #8 @Not Reqd #9 @Not Reqd #10 @Not Reqd in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in �i LI PEI STRUCTURAL ENGINEERS, INC. Title: WALL --STRUCTURAL/SEISMIC/FORENSIC Descr: 8'-0" 1 W. FOLZ BLVD., SUITE D4 Page of ITARIO, CA 91762 Job #: 1113 By:JZS Date: 11/20/01 TEL.:.(909) 937-0122, FAX: 937-0120 RetainPro 3.1B(c)1994 File:JOBS-99.RPF --------------------------------- ' (Values shown for concrete STEM DESIGN ---------------------- stems have been factored) Pg 2 of 2 1- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) --- DESIGN HT. ABOVE FTG. 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) =in ' Rebar Size = # 5 Rebar Spacing = 2 in Rebar Placed at DESIGN DATA.............. Center ................................................ fb/Fb + fa/Fa - 0.988 Lateral Load @ Design Ht = 158 # MOMENT..... Actual 659 ft-# ' Allowable 701 ft-# SHEAR...... Actual = 3.93 psi ' Allowable Embedment Length Req'd 22.33 6.72 psi Wall. Weight = 78.0 psf ' Rebar Placed at Depth 'd'= MASONRY DATA............................................................ 3.75 in f'm 1,500 psi Fs = 24,000 psi Grouting Special Inspection Fu o n . Es / Em = 25. Short Term Increase CONCRETE DATA. = 1:33 f'c = psi. FY = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- ' I- Overturning Moments Res-sting Moments -� Origin of Force: # ft ft-# # ft ft-# ---------------- -------- Heel Active Press. = --------------- 27 0.44 12 ------- -------------- Soil over Heel = 36 2.17 79 Toe Active Press. _ Soil over Toe = -27 0.44 -12 37 0.50 18 Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel 0 0.00 0 Surcharge @ Toe 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 20 1.33 27 Load @ Proj. Wall Averaged Stem Wts. - 0 0.00 0 650 1.33 866 Earth Behind Stem = 0 0.00 0 Added Lateral Load = Footing Weight 158 5.17 817 400 1.34 535 Key Weight _ 0 0.00 0 Vert. Componant of = 0 0.00 0 Active Press. --------- --------- -------- -----*--- ' TOTALS = --------- 158 817 1,143 1,525 ' ----------------- Totals used for,Soil Pressure, Pv Included = 1,143 --------- 1,525 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 FOUNDATION DESIGN Sheet: 3 2 3 WPSE J.N.: III 3 By: _T1 Z • S Date: i`_ . ALLOWABLE BR'G PRESSURE (CONTINUOUS FOUNDATIONS)=1200 PSF CONT. FT'G: 12"X12" W/144 T&B FOR 1 -STORY 1 -STORY, MAX. LOAD=(36)(28/2)+(15)(12)=684 PLF < 1200PLF, OK! ALLOWABLE MOMOENT= (20000)(0.20)(14.5)(0.9)/1.33=3915 1 #-"=3263#-` MAKE 1/2(1200)L ^2=3263 L=2.3' ALLOWABLE CONCENTRATED LOAD BY G.B. =(1.2K/')(2.3')(2)=5.5K (D+L) =7.2K (D+FL.L.+ENV) PAD SCHEDULE ( ISOLATED PAD :1500 PSF ALLOW.) SIZE P(D+L) P(D+E) 2'X2' 6K 8K 2'-6"X2'-6" 9AK 12.5K 3'X3' 13.5K 18K 4'X4' 24K 32K 5'X5' 37.5K 50K 6'X6' 54K 72K