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9901-088 (SFD) Structural CalcsG 0 U V :I N E W P O R T B E L A S V E E-MAIL TO • S( May 3, 1999 Design Development 69-730 Highway 111, Suite 118 Rancho Mirage, CA 92270 Attn: Narendra Patel NA � �hj E__'R R I N G `% A C H •, ; P A; L '•M `S P" R I N' G S`• S..k N' D ­ ft .t G 0 Gid A`',-.• g'' • F R_. -E' 1v 0 . N.°"'.T DPORT@GOUVISGROUP.COM ` ^ . SALES@GOUVISGROUP COM lot r Re: Halum Residence �j.��•(3L,� -� Revisions to the plans L-A- QU 1M'[Pr--" G. E. Job No. 12617 Dear Narendra, Pursuant to your request regarding the above captioned project, we submit the following revisions to the structural plans: ♦ The bent steel beam over the round wall of the master bath can be omitted since the wall is not a glass block wall. It is a wood frame wall. ♦ The detail 22ISD.1 is not required at the 2' — 3" slab step by the wet -bar. Follow the new detail7AISD1 attached. Note: Please verify the above with the building department prior to construction. If you have any questions please do not hesitate to contact this office. Sincerely, GOUVIS ENGINEERING Christina R. Silva Vice President �V%)FESs�®' CRS: cb �� iNA Attachments (4)�°t01, �t�y #050399a G i �0. C37201 Exp. r CALW�,�� GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: WEB -SITE. HTTP//www.GouVIsGROUP. cou 4400 CAuPusDRIVE, SuITEA . • NEWPORTBEACH, CAL/FORwA 92660 • (949) 752-1612 • FAX (949) 752-5321 2150 EAST TAHQunz CANYON, SuPTE 9 • PALmSPRNGs, CALIFORNIA 92262 • (760) 323-5090 . FAX (760) 325-2863 5465 MoREHousEDRIVE, SUITE 100 • SANDIEGO, CALIFORNIA 92121 , • (619) 623-9941 . FAX (619) 623-0278 FIELD OFFICES: LAS VEGAS (702) 597-2005 • FAX (702) 597-0905 • FREmONT (510)714-0373 • FAX (925) 689-6946 �W �dc` No. C .. � Exp. 0� � or. C Ate \ �O (o'� s>3s SDZ ('5 b oNr a spm \ Bar.. Ir -o• Lon 5 10 T S� . S 503 503 . BEN 5 X14) STEEL IN ABOVE v' Y r �0 / � ��• /• '� a yT \ ��. a 3 CIO 00 IIB ` Y1/ 16d' • 4' O.G. 13 / 502 axb KJLT1 21 502 4 P 2X* 503 / / \�w� � \ • �i HANGER �j.`�\.Y� lidR t 24 < PER TRUSS U \ 502.g jr, SD3 ILL TYp. Y*CRF PARAPE � 16. 10 B } ? 20 i 2� v SS/ T CD �� ��it�► ��� F��i 5Y1 No. C37201— • EV. Ivi�. or. CAIS ' E titer sem'- LMS .. Sim. \ IS, ffit- M;N TYP. 4' GONG. SLAB ON GRADE \ • . ;. W/ 04 BAR AT 18' OZ. BOTH WAYS Z PLACED AT MID-HEI&HT 24 \ \ \ ADDITIONAL 04 BAR • TOP 4 BOTT. / 40 \ \ \� \\ AT SHEAR PANEL / \ \ PAST THE HOLDOWNS / ti \\ • EACH END / 13 \ �\ Sol ®Qq�� SSIQsy�l . FIx 6 urvez FIRE PLACE YV 1 Cy I 50I20O.G.AT TOM FJW. �y SQ. x 15' DEEP 2'-6' SQ x 15' DEEP I COPIG. PAD II VV GONG. PAD FT6 0) 64 .BARS O BOTT. (2) 194 BARS O BOTT. I UK F/K XI SQ AS' DEEP GONG. ERECTION PAD Y'V (2) #4 BARS O BOT. iP► I EM TO BE PLACED SDI I BELOK MATER FEATURE 'STRUCTURE 5p1, 7A. i 20 SDI I � s HATOW WALLS SDi 4 nh / i F, ` L J .12" MIN. �-E"04 ."GARAGE APRON No. C37201 a � Exp. 6� /IXl n1,n b EXTEf i 3 V 2- COLUMN BASE CBACB/ m MCB PER PLAN 1— CONCRETE SLAC I' 4- TOP OF CONCRETE 2— (1) #4 BAR CONTINUOUS 5- #3 OR #4 BAR 'V' BENT 12"/\ 12" WHEN COL BASE IS INSTALLED AT EXTERIOR FOOTING OR X1,0 Ovi►� f 1all 1 � M ar �s v 74 1 AND 3'2- e M STEP AT CONCRETE SLAB ilk ExcFss of 12� 1A X01 N N i- POST PER PLAN V 2- COLUMN BASE CBACB/ N MCB PER PLAN 3- PLATE AND ANCHOR BOLTS WHERE OCCURS 4- TOP OF CONCRETE 5- #3 OR #4 BAR 'V' BENT 12"/\ 12" WHEN COL BASE IS INSTALLED AT EXTERIOR FOOTING OR ON CONCRETE CURB 1- WOOD POST 2- SIMPSON COLLMN BASE CBACB/MCS PER PLAN 3- #3 OR #4 BAR 'V' BENT 12" A 12" TI RU STIRRUP OF COLUMN BASE 4- REINFORCING PER PLAN 3" BATTER 2 f -= INTEF 09/21/1999 09:19 7603252863 GOUVIS PS PAGE 01 GOUVIS ENGINEERING � SING v C A L I F- O • •.R N I A CA�/ivMvs E-MAIL TO • SUPPORT OVUV7SGROtfP-.COM • SRLff$ GOWISGROUP.COM September 20, 1999 South'Point Construction '44-420 Via Del Sol La Quinta,, CA 92253 Attn: Steve Cameron Re: Halwn Residence Follow-up to walk through FULE GB Job No.: 12617 Dear Mr. Cameron: Pursuant to your request regarding the above captioned project. we submit the following On 8/19/99 a walk-through was conducted in accordance with the universal builc.ing code (U]sC) chapter 17M and a list of corrections was presented to the.home, owner representative. =-Our walk-through covered=structural-items�visible-afthe'time, excludinig the roo- sheathing and top plates nailing and all straps and clips above the top plates'. On 9/16/99 a rewalk of the requested corrections was conducted during which al_ items _ were found satisfactory. Note: Please verify the above with the building department prior to constructiorL If you have any questions, please do not hesitate to contact this office. Sincerely. C G• � S J. a&am it W6 3/31/00 and Frangie President w ect Manager �4 GOUfA�i'vCtINEEBINGGBOUPOF OFFICES IN: 1W1rB-SITE: wyw.vourrsoxor�.coM •4000 C WCSDRIYE, SU=A • Nk*MRTBPAcm, CAuFomu 92660 • (949) 752-1612 a FAX(949) 752-5321 2150 EAsrTANqu=CAxMX, Stens9 PALuSPRlfVCJ; C1LIMANrA 92262 (760) J23 J090 FAX (760) 325-2863 5465 MommovseDA",.Sum 100 • &WAToo, CAUMMIA 92121 o .(619) 623-9941 . FAX (619) 623-0278 FIELD OFFICES: LAS v60As (702) 597-3005 • FAX(702)597-0905 • ,FRWONT (5 10) 2S2-9195 • FAX (510) 352-9196 Certificate ofodcuancP. T y .-City of La Quinta Building and Safety Department OFti This Certificate issued pursuant to the requirements of. Section .109 of the Uniform Building Code, vicertifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 55-600 PEBBLE BEACH Use. Classification: SINGLE FAMILY DWELLING Bldg. Permit No.: 9901-088 (30 DAV TEMPORARY) Occupancy Group: R-3• Type of Construction: VN Land Use Zone: RL Owner of Building: ABESUB HAL•UM Address: 78-755 MARTINIQUE DR- City: R City: INDIO, CA.., 92201 By: DANIEL P. CRAW_ FORD JR. Date: 4/25/2000 "(EXPIRES. (EXP/RES. 5/25/2000)* Building Official POST IN A CONSPICUOUS PLACE MAR -14-2000 09:41 COUNTRY CLUB MIRROR&GLASS 1 760 779 0343 P.01=01 CLUB . r1M1RMM11wrIt�iW . Mir1<'O1l• & Glass 3-14-2000 Contractor: Southpoint Construction .Job: Holum Re: "U" values • PRODUCTS USED SL, 01. DOORS Fleetwood Series 3300 Thermal Broke Doors .59 i FDCED GLASS Fleetwood Series 530 Thermal Broke •40 SL. WINDOWS Fleetwood Series 530 Thermal Broke • •64. TITLE 24 PER PLANS: (See chart below) GLAZ TAER `� VALUCs NO. QAM ISI V MUE SHADINQ COEFFICIENT, IXED Q='j 0.49 0.64 UDWG GLASS DOOR 1MYN DUO SCREEN 0.65' 0.64 UDING IMNDOW VA H BUG SCREEN 0.70 0.84 74794 Lennon Place, Palm Desert, California 92260 St Lic, #770000 Telephone (760) 779-0340 o Fax (760) 779-0343, TOTAL P.01 A[MITER, LIFETIME WARRANTY Congratulations. on. having cocoon: cellulose insulation installed in your home. ` f With Cocoon insulation, you're. assured of having a comfortable, more energy efficient home: ' Cocoon insulation has been installed with , u' r the following R -value rating: ^ w CEILINGS R- 30�; WALLS A- 19, . e Kee this certificate with our other valuablepapers.` If you sell this property, this certificate should be passed t . on to the purchases � 4A Abby Halum _ OWNER 55600. Pebble La Quin^ta CA ADDRESS' v October 1999IAC - , N, OATHNSULATION INSTALLED Rancho Valley Builders, Inc. "*' INSUL ION NSTALLER BUILDERSIGNATURE a y�, 647 .Aero -Way Escondico, CA. 4920.29... wYp k s' 4 ^`` BUILDER'ADDRESS ' s - 694505 a x as BUILDER.LICENSE NUMBEV't 'q4}°" lm -� ^lr �., ,y R•\f' . vp �rt' . , 1 ..+q�q _ 1 �- 1!��,.cyE �•sw�� S TM gil i �,c� � , . ;';I, yrs .,� �,-, � .?"�` 1 •- L _ t�. `4 f � ,.�� � � . � ,-q"s5,_• ad. nu - P'#f , �s•� 4 � � * i~�-�. 'ice - � "�-. SIMPLY SMARTER INSULATION` { �.+s..r•1.:.���:il;._.•.'a.'.:..a� _ .�wr'v:�:.�sE7L.s-. aec+K-�� ,.,«t..'R F. •... ,. '_Nl�i+. ::•-rw\'V,'�1� -1 �h>'tl��,.. �a !• . _.�e`Ts�i.� '�� � 'qtr � �✓ � i�' 3+.. —w -�reMy'ti•' .?tri" 91`d,m+� rfi .{ - a� ° `t,�••'+A.[tw '9i"•J. -. ..� , .,. �� ..w}, 4'. ��...^ � �~"'. V.Ji .. ..r �. i '. ,�lfr'.. �nA.l�]/...t•� 1L .:. T✓.•laN-.-_.�"'_•b - �+•' �... .•. •. _1 .... .. GOUVIS E. N G I N E E R I N G' 'NEWPORT BEACH PALM" SPRINGS • SAN DIEGO L A S V E G A. S • F R E M o N T E-MAIL TO • SUPPORT@GOUVISGROUP.COM • SALES@GOUVISGROUP.COM September 20, 1999 South Point Construction 44=420 Via Del Sol FILE La Quinta,. CA 92253 Attn: Steve Cameron k t ' Re: Halum Residence it Follow-up to walk through GE Job No.: 12617 Dear Mr. Cameron: . Pursuant to your request regarding the above captioned project, we submit the following: On 8/19/99 a walk-through was conducted in accordance with the universal building code (UBC) chapter 1702 and a list of corrections was presented to the home owner representative. Our walk-through covered structural items visible at the time, excluding, the roof sheathing and top plates nailing and all straps and clips above the top plates. On 9/16/99 a rewalk of the requested corrections was conducted during which all items were found satisfactory. Note: Please verify the :above with the building department, prior -to construction. . If you have any questions, please do not hesitate to contact this office. Sincerely,4JD) pro 0 PN cc o. 038276 m i Saeed J. Be X ym d Frangie President o• 3/31 /00 Project Manager CIVI SJE:cb OF C��O� 12617 GOUVIS ENGINEERING GROUPOF COMPANIES WITH OFFICES IN: WEB -SITE: WWW.GOUkISGROUP.COM 4400 CAMPUS DRIVE, SUITE NEWPORTBEACH, CALIFORNIA 92660 (949) 752-1612 . FAX (949f 752-5321 2150 EAST TAHQUITL CANYON, SUITE 9 • PALM SPRINGS, CALIFORNIA 92262 (760) 323-5090 FAX (760) 325-2863 5465 MOREHOUSEDRIVE, SUITE 100 SANDIEGO, CALIFORN%A 92121. • (619) 623-9941 • FAX (619) 623-0278 FIELD OFFICES: LAS VEGAS (702) 597-2005 FAX(702)597-0905 • FREMONT (510) 252-9195 • FAX (510) 252-9196 ;"�, rt, {•� :� r.N �Ri. ^�v'.•�Tn'�.{`." r',r} �Y . r?� ���.���r ^��.tF'i:.�t.-�`��,%f,�'""'i"� �. �.... .:7��. JCM Inspections _. 39725 Garand Lane Suite F Palm Desert, CA 92211 INSPECTIONS Phone: 760-345-5554 • Fax: 760-772-3895 .Project Name:^^ cry ( si nf0" —96 Project No: 3 Date: _1Z _ Z" Project Adclres;V SS- o �Q� u►` UBC L-- Title 24 Other: Client: Sub- Contractor: Weather: Generali Contractor: Soy."\wl Qo�r� �mn v c on Architect: Si V�1 Structural Engineer: L�OutV E ' nEef i n Location of Samples: Welding Proess / Elec rodes: Slump (inches): Supplier: Time Sampled: Mix Design: Time in Mixer: (min.) Specified -St ength: (PSI) Water Added @ Jobsite: (gals.) Admixture: Concrete Temperature: (°F) Truck #: Ticket#: Ambient Air Temperature: T Field I.D. Marking: Welders: Unresolved terns: None ❑ See below ❑ Description of Work Inspected:c� S R� d 1 e�?�l SrM � M 8 di0 mo �1—A n 10" 1' ter+AD. 11 o C W C�Ot3 \ O ('r P �a (' tv! a c f'LA `2 r D r7 o t u ` ^Y(�� 06 (V17n o� hove ' n t� s nnnn a f' UJa o LAAelf l t Q aa. rn. e l o hop ' rr (` DQ S P r".04) rn P, VV1; u ; �1Cke0lelk, nVN5 aF W"3 . F31 .-o e% C --k Qc► r1 h �- ; oxo '• "5" � d o 0 w Tl;� QNo ua ian a Oc I hereby certify that I have inspected all of the above reported work, unless otherwise noted, and to the best of my ability I hav: found this work to comply with the approved plans, specifications & applicable building laws. Final report issued at project completion. f Page of f Inspecto'=MCX1- C. C.P�b c 0 C"r Contractor's.Representative: 40w JCM Inspections Copy 2 Project Superintendent Copy 3 Governing Agency } .��� JON TANDY 1101 `ju�' 3 37630 Medjool Ave. 8(p/CO/ RSC® Palm Desert, CA 92211 �Gqft) 8AVCZ- Office (760) 772-7192 INSPECTIONSPECIAL Fax (760) 772-7193 REGISTERED INSPECTOR'S WEEKLY REPORT Pager (760) 776-3338 TYPE OF INSPECTION, PERFORMED ❑ REINFORCED CONCRETE TRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ?0ASPHALT 1:1 REINFORCED MASONRY 0IRE PROOFING ❑ �% OTHER LO JOB LOCATION Qr�" A �� L� `� c A REPORT SEQUENCE N0. TV=BAIT :R EoJ �^ l J PERMIT NO. '(� DAT of 1 DAV OF WEEK MAT_Ei L D!gRIPTION 33 1( ���� ARCHITECT INSP CTOR . ' I0, MRS. CHARGED -: O t E. � F ENGINEER ASSISTANTS NRS. CHARGED INSPECTION DATE GENERAL'S � SUB ,o. S CONTRACTOR CONTRACTOR �{ J S X12 (.1� uJ P1 C9 k -A e -A L (+b ip ..era QA : O N L COPY SENT TO CLI E ❑ C INUED ON NEXT PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. �a_ .4_ � ^ GNATRE � REGI ERED INSPECTOR f� D E Oa REPORT REGISTER NUM Ei� . tNMI 1111 'Materials and weldments conform to plans and specifications and RISC, -end AWS D1.1 Shipping Mark Special Deputy Inst. 905 SHEL �■iiiiiiiiii■�ii� i■iii■i�iiii�i� 'Materials and weldments conform to plans and specifications and RISC, -end AWS D1.1 Shipping Mark Special Deputy Inst. 905 SHEL Au �C sir J04 8 q� '�F��4 JON TANDY (7al`r� RECD 37630 Medjool Ave. Palm Desert, CA 92211 ' ;Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 REGISTERED INSPECTOR'S WEEKLY REPORT TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE O STRUCT. STEEL ASSEMBLY ❑ O POST TENSIONED CONCRETE ❑ ASPHALT ❑ OTHER Or REINFORCED MASONRY ❑ FIRE PROOFING JOB LOCATION J ` n - 1t�/�eaD /C•A LA REPC3IT SEQUENCE N0. -TYPEQ6�F Rx L'u � PERMIT NO. D R� !9901 -ORI? E l - DAY OF WEEK MATERIAL MATERIAL DESCRIPTION t T ✓I ARCHITECT I R l HRS. CHARGED w to ENGINEER ASSISTANTS HRS. CHARGED INSPECTION GENERAL SUB _ DATE. . -� - CONTRACTOR CONTRACTOR'"(��sxea C jG 2,70 L 1 O X ZL A-e,5a,,s • ate a. e� � TLS. 0 COPY SENT TO CLIENT ❑ CONTINUED ON NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS, _AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING'.LAWS. % IGNATURE OF REGI RED INSPECTOgr 01 DATE OF REPORT REGISTER NUMBER G0U'VIS ENGINEERING NEWPORT BEACH • PALM SPRINGS • SAN DIEGO L A S V E, G A S • F R E -M. O N T E-MAIL TO • SUPPORT@GOUVISGROUP.COM • SALES@GOUVISGRCIUP.COM July 1st, 1999 Design Development 69-730 Highway 111; Suite 118 Palm Desert, CA 92270 Attn: Narendra Pater Re: Halum Residence Headers Connection GE Job No.: 12617 Dear Mr. Patel: Pursuant to your request regarding the above captioned. project per our phone conversation on 7/1./99; we submit the following: Follow the attached.partial framing -plans and detail "_a" and "B" for the connections of the headers at the right -rear of th? great room. Note: Please verify the above with the building department prior. to.construction. If you have any questions.. please -do not hesitate to cDntact. this office'. Sincerely, No. C38�75 r xp. 3/31/00 Saeed J. Bekam Ray n r Presidenta.S C!V1X.®� Prof ct Manager of CP►Ll SJB:cb 12617 attachments: (3) GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: WEB -SITE: WWW GOUVISGROUR COM - 4400 CAMPUSDRIYE, SUITEA NEWPORTBEACH, CALIFORNIA 92660 (949) 752-1612 • FAX (949) 752-5321 2150 EAST TAHQUITZ CANYON, SU/TE 9 - PALM SPRINGS; CALIFORNIA 92262 0 (760) 323-5090 .. • FAX (760) 325-2863 5465 MOREHOUSE DRIYE, SUITE 100 SAN DIEGO, CALIFORNIA 92121 • (619)'62.3-9941 FAX (619).623-0278 FIELD OFFICES: LAS VEGAS (702) 597-2005. • FAX (702),59,7-0905 • FREMONT (SIO) 252-9195 • FAX (510) 252-9196 G O U V I S E•N G I N E�E R I N G NEWPORT BEACH " P.A L M S PRING S SAN DIEGO L A S V E G A S F R I E h1 0 N T STRUCTURAL CALCULAT A CUSTOW 'Rnm •OHALUM JOB NO. 12617 DATE 08/24/9.8 ADDRESS PGA WEST LOT 10, PEBBLE LOCATION LA QUINTA,•RIVERSIDE CO OWNER . N/A ARCHITECT DESIGN DEVELOPMENT © �TA C i. 1 Ti N SAJ �'"� `• •a'" yam" t kCH C. CA ..: GABLE BY DESIGN' CRITERIA:R, G A. CODE: 1994 UBC, WIND: C, 70 MPH, SEIS T B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 1990MOISTURE CONTENT PRIOR TO INSTALLATION OFFINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER. MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) .D..ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.N.O.) E. STRUCTURAL STEEL (A50) (U.N.O.) F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: SOILS REPORT BY: SOUTHLAND GEOTECHNICAL P98132 09/30/98 ALLOWABLE SOIL BEARING PRESSURE: '2000 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUI.R..I.NM , FESSIp (JI E USE RESTRICI OF THESE CALCULATIONS. ". No. C38276 m s �'^ m L ETT #;IS VALID ONLY WHEN BEARING ORIGINAL - SI pip � /HEREON. PHOTOCOPY IS VOID. S -...-•-, .-uv, _%-r, JOG /O EXP..•DATE 03/31/2000 GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: 4400 CAMPUS DRIVE, SUITE A, NEWPORT BEACH, CALIFORNIA 92660 ` (949)752-1612 2150 E. TAHQUITZ CANYON SUITE 9, PALM SPRINGS, CALIFORNIA 92262 5465 MOREHOUSE DRIVE; SUITE.100, SAN DIEGO, CALIFORNIA 92121 , (619)6239941- 19)62 9941.0 FIELD OFFICE: LAS VEGAS (702)597-2005 Fax(702)597-0905 • FREMONT 6510)252-9195 • FAX(949)752-5321 FAX (760)325-2836 FAX (619)623-0278 •' FAX (510)252-9196 . TABLE OF CONTENTS � � m on Stanaax+� Nofs 2 GE Job 4:1a61�- Ment:fes �n a t VvA . E nate: (, ,9'qi r y . SHEETS Revisions.............................................................................. Roof Rafter / Floor Joist Span Tables .... ......................:....................................... 4-7 Shear Wall Schedule ................................... AnchorBolt Chart...................:...:...........:............................:................................ 9 PLAN cus�o M Beams.:.:.....................:.:.........:.........:........................................................ Bl -8,9 � Lateral Force Analysis..:................:............................................................ Ll - Foundation.................................................................................................. FI - i' y TOTAL NUMBER OF PAGES C> f i REVISION BLOCK FOR PLAN: structural Calculation Standard xotes Page 3 . GEC Joos #: oZGI Client: �- cvs� Date.. DATE REVISIONS TO BEAM SHEETS DATE REVISIONS TO LATERAL SHEETS DATA REVISIONS TO. FOUNDATION SHEETS DATE REVISIONS TO tiIISCELLANEOUS SHEETS I y _ 3rb1 GEC Stnuc u -al Calculation Standard Notes ROOF RAFTER / JOIST SPAN TABLE: DFL NO.2 ': Page 4 NOTE: TL DFL: L/240 GE Job #: LL DFL: L/360 Client: 0, Date: I.a FLAT TILE SHAKE TILE SLOPE ...........................< 4:12 <4:12 > 4 : 12 >_ 4: 12 LL/DL 10./6.0 20./15.0 20./18.0 16./11.0 16./18.0 SIZE SPC CLGJST RFT RFT RFT RFT 12 10'-6" 8'-1 " 7'-11 " 8'-11 " 8'-2" 2 x 4 16 9'-7" 7'-5" 7'-2" 8'-0" 7'-6" 24 81-4" 6'-5" 6'-2" 71-0" 6'-6" 12 16'-7" . 12'-10" 12'-6" 13'-11" 12'-11" 2 x 6 16 15'-1" . 11'-7" 11'-4° 12'-8" 11'-9" . 24 13'-2" 10'-1" 9'-10" 11'-0" .12 21'-11" 16'-10" 16'-5" 18'-5" 17'-0" 2 x 8 16 19'-11" 15'-4" 14'-11" 16'-81' 15'-5" 24 17'-4" 13'-4" 13'-0" 14'-7" 13'-6" 12 27'-11" 21'-6" 20'-11" .23'-5" 21'-9" .. 2 x 10 16 25'-5" 19'-7" 19'-1" 21'-4" 19'-9" 24 22'-2" 16'-9" 16-1" 18'-7" 17'-2" 12 34'-0" 26'-2" 25'-6" 28'-6" 26'-6" 2 x 12 16 30'-11" 23'-9" 22'-10" 26'-0" 24'-0" .24 27'-0" 19'-51' 181=8" 22'-2" 19'-8" - 12 40'-1" 30'-9" 29'-6" 33'-7"' 31'-0" 2 x 14 16 36'-5" 26'-8" 25'-6" 30'-2" 7'-1"- 27'-l"- -,24: ' -,24, 31'-9" . 21'-9"- 20'-1.0" 24'-8" 22'-0" NOTE: A load duration factor of Cd. = 1.25 and repetive factor of Cr = 1.15 have been considered. _ Rev. 3•26/97 I� Structural Calculation Standard Notes SPAN TABLE FOR DFL NO.2 FLOOR Page -5 JOISTS GE Job 1: l�Gl3 Client: ,J Date: It 7� r, Residential reg. Residential Residential Residential floor Deck joist: Commercial floor TL DFL: L / 240 floor load w/o It. floor joist w/ floor joist w/ joist w/1 1/2" LL = 60 psf load w/ 20 psf LL DFL: L / 360 wt. conc. or 3/4" gyperete 1" gyperete gyperete DL = 14 psf partition or/2" . gyperete 6'-2" 6'-2" 6'-0" 5'-5" gyperete r, Rev. 3/26/97 40.0/12.0. 40.0/17.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FLR. JST. FLR. JST. FLR. JST. FLR. JST. FLR. JST. FLR. JST. 2 X 4 12 6'-1.0" 6'-10" 6'-9" 6'-8" 5'-11" 5'-8" 16 6'-2" 6'-2" 6'-2" 6'-0" 5'-5" 162 5'-1" 5'-1" . 5'-1" 5'-0" 49-511, 4'4" 24 5'-5" 5'-2" 5'-0" 4'-11" 4'-8" 4'4" 2 X 6 12 10'-8" 10'-8" 10'-5" - 10'-1" 914" 81-4" 16 9'-9" 9'-3" 9'-1" 8'-9" - 8'-3" 7'-2" 162 7'-11" 8'-02' . 7'-11" 7'-7" 7'-2" 6'-4" 24 7'-11" 71-77" 71-4" 7'-2" 6'-8" 5'-10" 2 X 8 12 14'-1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" 16 12'-3" 11'-9" 11'-6" 11'-1" 10'-6" 9'-2" 162 10'-6" 10'-4" 10'-1" 9'-9" 9'-2" 8'-1" 24 10'-1" 9'-7" 91-4" 9'-0" 8'-6" 7'-5" 2X 10 12 17'-5" 16'-7" 16'-2" 15'-8" 14'-8" 12'-11` 16 15'-0" 14'-5" 14'-0" 13'-7" 12'.-10" 11'-277. 16'- 13'-.11" 13°-9" 13_'-4" 12'-11" 12'-1 24 12'-3" 11'-9" 11'-5" 11'-1" 10'-5-' 9'-1" 2X 12 12 20'-2" 19'-2" 18'-8" 18'-2" 17'-l"" 15'-0" 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-1)" 13'-0" 162 16'-7" 16'-5" 16'-0" 15'-5" 14'-5" 12'-8" 24 14'-3" 13'-7" 13'-3" 12'-10" 12'-1" 10'-7" 2 X 14 12 22'-6" 21'-1" 20'-10" 20'-2" 19'-2" 16'-9" 16 19'-6" 18'-8" 18'-1" 17'-6" 16'-7" 14'-6" 162 19'-4" 19'-1" 18'-8" 18'-1" 16'-11" 14'-11" 24 15'-11" 15'-2" 14'-9" 14'-3" 13'-6:' 11'-10" NOTE: 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection 6r L/360 for live loads deflection) 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. •A•repetive factor Cr = 1.15 has been'considered Rev. 3/26/97 STANDARD NOTES Structural Calculation S;ndard Notes Page' GE Job #:� Client~ 0Date: "ll - WHEN USING FEAT CONCRETE TILE FOR ROOFING MATERIAL, PLEASE BE AWARE THE SPAN OF ROOF RAFTERS PROVIDED IN ATTACHED TABLE MEETS ALL STRUCTURAL CODE REQUIREMENITS. HOWEVER, WHEN USED TO MAXIM M ALLOWABLE SPAN, RAFTERS MAY SHOW DEFLECTION OR SAG -DUE TO THE NATURE AND APPEARANCE OF SUCH TILE MATERIAL. WE SUGGEST THE USE OF PURLIN BEAMS TO CUT THE SPAN OF THE 2 X 10 ROOF RAFTERS TO 16' a O" ANO 2 X 12 RAFTERS TO 20'-0- MAXIMUM, WHEN SPACED AT 16" ON CENTER. ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LIMIT THE DEFLECTION. 1— TYP. R/R SEE PLANS DO NOT NAIL R/R TO WALL 2— DBL TOP PLATE 3— TS22 (1) . EACH SDE AT EACH END OF R/R 4— ROOF E.N.- 5— N.5— R/R NOT TO BE MAILED TO SHEAR WALL - 6— TS22 .7— SECTION,,A 60 n SHEAR TRANSFER/CONNECTION DETAIL SPAN TABLE FOR DFL No. 2 FLOOR., Structural Calculation Standard Notes Page 7 JOISTS GE Job 4: lomat G/� t Client: Date: ; [�J THE FOLLOWING TABLE HAS BEEN CREATED AS A GUIDE TO ASSIST IN THE CONTROL OF THE "BOUNCE" OR TRAMPOLINE EFFECT OF RESIDENTIAL FLOOR JOISTS OF VARIOUS SIZES. AND RELATING TO THEIR MAXIMUM SPANS TO MINIMIZE THE SAID EFFECT. Rev. 3/26/97 At 12" o.c. At 16" o.c. At 24" o.c. 2X4 5'-8" 5'-1" 2X6 8'-11" 8'-2" 6'-11" 2X8 1.1'-11" 10'-6" 8'-10" 2X10 14'-11" 13'-10" 11'-4" 2X12 18'-3" 16'-7" 13'-9" 2X14 21'-6" 19'-4" 16'-3" Rev. 3/26/97 SHEAR WALL SCHEDULE 1994 UBC sit Calculation standard Notes Page g (Revised 03/19/97) GE Job #: PXP�/ Client: DO Date: l0)? 16D SILL PLATE NAIIJNG (SINIUM NAIL) 8. 7/8" STUCCO OVER PAPER -BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTM PLATES. EDGE OF SHEAR WALL AND ON FIELD (*•) 180#/' 8" O.C. 10. 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -I -K-1 UBC) 260#/' 4" O.C. It. 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-1-K=I UBC) 380#/' 3" O.C. 12. 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -I -K-1 UBC) (***) 490#/' ` 3" O.C. 13. 15/32" STRUCTURAL I PLYWOOD WITH 10d COMMON NAILS AT 3" O.C. AT EDGES AND 12" o.C. FIELD (TABLE 23 -I -K -I UBC) (***) 665#/' SEE PLAN 14. 15/32" STRUCTURAL I PLYWOOD WITH I Od COMMON NAILS AT 2" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -I -K -I UBC) (***) - 870#/" SEE PLAN ** SHEAR PANEL TYPE 8 SHALL BE APPLIED IN ACCORDANCE WITH ICBO REPORT #1318 JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG AND 3/4" CROWN (WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1 1/2" TO 1" SHALL BE BLOCKED). * * * PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 13 AND 14. Structural Calculation Standard Notes ALTERNATE TO ANCHOR BOLT SPACING page 9 GE Job M 1 0�- Client: D Date: SHEAR I/2" DIA A.B. SIMPSON MAS SDOSON MA4 SIMPSON MA6 SILVER FA23 LOAD REVISED ON PTDF' 2 X 4 ON PTDF• 3X4, 2X6 OR 3X6 ON PTDF 124 72" .68" 46" 64" 6C" 140 72" 60" 40" 58" 54" 158 .64" 52" 36" 50" 49' 181 56" 46" 30" 44" 42" 211. 48" 40" '24" 38" 36' 253 40" 32" 20" 32" 30r 316 32" 24" •16" 24" 24" 422 24" 18" 12" 18" 633 16" 12" 8" 12" 12" 844 12" 8" N/A 8" 8" .925 8" 81' N/A .81, 811 1266 8" N/A N/A N/A NLA ALL MUD. SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION A.B.-IN CONCRETE: UBC TABLE 23IF [SECTION 2311.21 V = 625 (1.33) = 831.2 CONCRETE GOVERNS SILVER: ALLOWABLE LOAD PARALLEL TO PLATE ON 2 X 6 PRESSURE TREATED D.F. = 620#, PER ICBO 2108 FEBRUARY 1994. WHERE USED TO REPLACE FOUNDATION BOLTS, THE 2 -BY 6 -INCH FOUNDATION ANCHORS SHALL BE INSTALLED WITH A MAXIMUM SPACING 0- 5 FEET FOR DOUGLAS FIR -LARCH OR SOUTHERN PINE AND 4 -FEET FOR OTHER WOOD SPECIES. THERE SHALL BE A MINIMUM OF TWO ANCHORS PER PIECE, WITH ONE ANCHOR LOCATED WITHIN 12 - INCHES OF EACH END. SIMPSON: ALLOWABLE LOAD PARALLEL TO PLATE FOR PRESSURE - {720# SIMPSON MAS {480# SIMPSON MA W/2 X 4 SILL {680# SIMPSON MA W/ 3 X 4 OR 2 X 6 SILL 9ab Rev. 3/26/97 GOUVIS ENGINEERING SHEET JOB NO. : 12617 CLIENT : DESI3N DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) 2 PRIMARY ROOF LOADING SECONDARY ROOF LOADING Pitch ---00-2:;12.. Pitch 04--.0:12 K = Increase for Pitch 1.00 K Increase for:Pitch 1.05 GANG NAIL TRUSS x K 4.00 RAFT=(2x12 24" CC) x K - 4.48 PLYWOOD(1/2" ) x K 1.55 PLYWOOD(1/2" ) x K 1.63 1/2" GYP. BOARD 2.20 1/2" GYP. BOARD 2.20 COMPOSITION x K 6.00 CONC. TILE x K 10.54 Misc. 2.25 Misc. 2.15 Total Dead Load (psf) ---- 16.00 -------------------------------- Total Dead Load (psf) 21:00 Snow Load (psf) .0.00 Snow Load (psf) 0.00 Live Load (psf) 20.00 Live Load -(psf) 16.00 Total Load (psf) 36.00 Total Load (psf) 37.00 0.00 LIGHTING & MISC. 2.00 2x6 16" OC 1.88 1/2" GYP. BOARD 2:20 NONE. 0.0.0 . Misc:- Load 3.92 Total Dead Load (psf) 10.00 Live Load (psf) 10.00 Total Load (psf) 20.00 GOUVIS ENGINEERING SHEET JOB NO. : 12617 - CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 1 FRONT OF GARAGE OVER-ALL LENGTH (FT): 18.50 REACTION.AT: 0.00 18.50 LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 18.5' PRIMARY ROOF 414 PLF=23.0*(16+20)/2 FROM 0.00' TO 18.50' EXTERIOR WALL 30 PLF = 2.0' * 15.0 FROM 0.00' TO 18.50' REACTIONS (LBS) LEFT. RIGHT MAX. DOWNWARD(G) 4277.7 4277.7 MAX. UPLIFT (G) 0.0 0.0 *** USE GLB 24F V4 5 1/8 x 15 DROP BM/FMR *t* ***0.250" CAMBER UP @ SPAN(.9.2') CRIT MOMENT = 19784. LB*FT @ 9.25' RATIO=0.433(Fb= 2352 S= 192.19) CRIT DEFLTN = -0..470 INCH .@ 9.25' BASED ON (L/ 240)= 0.925 CRIT SHEAR = 3642 LB @ 1.38' 1.5*SHEAR/Fv*A=0.345(3v=206 A= 76.88) BEAM NUMBER: 2.>FRONT OF GRG - OVER-ALL::.'!,ENGTH (FT): 9.50 REACTION AT: 0.00 9.50 LOADS (DOWNWARD +) -BEAM -WEIGHT 20.0 PLF FROM M 0.0' ' TO 9.5' PRIMARY ROOF 414 PLF=23.0*(1'6+20)/2 FROM 0.00' TO 9.50' EXTERIOR WALL 30 PLF = 2.0' * 15.0 FROM 0.00' TO 9.50' REACTIONS (LBS)- LEFT RIGHT MAX. DOWNWARD(G) 2204.0 2204.0 MAX. UPLIFT (G.) 0.0 0.0 ** USE GLB 2 4 F V4..5 1/8 x 12 DROP BM/HDR *.** ***0.000" CAMBER UP @ SPAN( CRIT MOMENT = 5234 LB*FT @ 4.75' RATIO=0.170(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.064 INCH @ 4.75' CRIT,SHEAR'. = 1682 LB @ 1.12' 1.5*SHEAR/Fv*A=0.1=7(Fv=300 A= 61.50) GOUVIS ENGINEERING SHEET JOB NO. 12617 CLIENT :. DESIGN DEVELOPMENT, PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 3 LOW BM AT MAID'S OVER-ALL LENGTH (FT): 5.00 REACTION AT: 0.00 5.00` LOADS ( DOWNWARD +) BEAM WEIGHT : 20.0-PLF FROM 0.0' TO 5.0' PRIMARY ROOF : 774 PLF=43.0*(16+20)/2 FROM 0.00' TO 5.00' EXTERIOR WALL 30 PLF = 2.0' * 15.0 FROM 0.00' TO 5.00' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2060.0 2060.0 MAX. UPLIFT (G) 0.0 0.0 ***-USE DFL NO x 10 DROP BM/HDR *** CRIT MOMENT =.2575 LB*FT @ 2.50`RATIO=0.221(Fb= 1688*S= 82..73) CRIT DEFLTN ='-0.018 INCH @ 2.50'' CRIT SHEAR' = 1305 LB @ 0.92' 1.5*SHEAR/Fv*A=0.353(Fv=106 A= 52.25) BEAM NUMBER:. 4. SOFFIT BM AT AIMY'S OVER-ALL LENGTH (FT): 13.00 REACTION AT: 0.00', 13.00 LOADS (DOWNWARD +). BEAM WEIGHT 30.0 PLF FROM 0.0' TO' 13.0' PRIMARY ROOF 7.2 PLF= 4.0*(16+20)/2 FROM 0.00' TO 13.00' EXTERIOR WALL .15' PLF'= 1.0' * 15:0 FROM 0'.00' TO -13:00' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 760.5 760.5 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 6 DROP BM/HDR CRIT MOMENT =.2472 LB*FT @ 6.50' RATIO=0.713(Fb= 1E00 S= 27.73) CRIT DEFLTN = -0..616. INCH @ 6.50' BASED ON (L/ 240)= 0.650 CRIT SHEAR 692 LB @ 0.58' 1.5*SHEAR/Fv*A=0.323(Fv=106 A= 30.25). GOUVIS ENGINEERING SHEET JOB NO.12, 17 CLIENT :.DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09°/03/98 ENGINEER: BASHAR (VER4. 2 0) BEAM NUMBER: 5 HDR AT UTILITY OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 6.25 s LOADS (DOWNWARD +) ' BEAM WEIGHT : 20.0-PLF FROM 0.0' TO 6.2' PRIMARY ROOF : 540 PLF=30.0*(16+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 1984.4 1984.4 MAX'. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 8 DROP BM/HDR *** -CRIT MOMENT = 3100- LB*FT @ 3.11' RATIO=0.481(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.070 INCH @ 3.17'' CRIT SHEAR = 1508 LB @ 0.75' 1.5,*SHEAR/Fv*A=0.516(F'v=106 A= 41.25) BEAM NUMBER: 6 DROP BM AT KID'S BATH OVER-ALL LENGTH'(FT_): 15:25 REACTION AT: 0.00 15.25 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 15.2' SECONDARY ROOF : 388 PLF=21.0*(21+16)/2 FROM 0.00' TO 15.25' EXTERIOR WALL : -30 PLF _ 2:0' * 15.0 FROM" 0.00' TO 15.25' -REACTIONS ...(LBS-) - LEFT RIGHT MAX. DOWNWARD(G) 3412.0 3412.0 MAX. UPLIFT (G) 0..0 0.0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR **+� ***0.250" CAMBER UP @ SPAN( 7.6') :CRIT MOMENT = 13008 LB*FT @ 7.67'. RATIO=0.426(Fb= 2977 S= 123.00) CRIT DEFLTN = -0.410 INCH @ 7.67' BASED ON (L/ 240)= J.762 CRIT SHEAR = 2909 LB @ 1.12' 1.5*SHEAR/Fv*A=0.344(Fv=206 A= 61.50) GOUVIS ENGINEERING SHEET _� JOB NO. 12617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09,/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 7 TYP.HIP AT KID'S ROOMS OVER-ALL LENGTH (FT): 15.00 REACTION AT: 0.00 15.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 15.0' SECONDARY ROOF : 204 PLF=11.0*(21+16)/2 @ 0.00' TO 0 PLF=0.0.*(21+16)/2 @ 15.00' SECONDARY ROOF : 204 PLF=11.0*(21+16)/2 @ 0.00' TO 0 - PLF=0.0 *(21+16)/2 @ 15.00' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G). 2260.0 1242.5 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** CRIT MOMENT = 6700 LB*FT @ 6.50' RATIO=0.905(Fb= 1203 S= 73.83) ' CRIT DEFLTN -0.401 INCH @ .7.25' BASED ON (L/ 240)= 0.750 CRIT SHEAR 1811 LB @ 1.06' 1.5*SHEAR/Fv*A=0.581(F°v=119 A= 39.38) BEAM NUMBER: 8 TYP CLG.B M AT KID'S ROOMS OVER-ALL LENGTH (FT): 21.00 REACTION AT: 0.00 21,:00 LOADS (DOWNWARD +) BEAM -WEIGHT-- 40.0 PLF FROM 0.0" TO -21.0' POINTFROM DOWN=2260 .@10.50'(L. OF -BM 7)' POINTFROM DOWN=2260 @10:50'(L. OF BM -7) REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2680.0 2680:0 MAX. UPLIFT (G) 0.0 0.0 *** USE GLB-24F V4 5 1/8 x 15 DROP BM/HDR.*** ***0.375" CAMBER UP @ SPAN(10.5') .CRIT MOMENT = 25935 LB*FT @ 10.50' RATIO=0.575(Fb= 2:316 S= 192.19) CRIT DEFLTN 0.648 INCH @ 10.50' BASED ON (L/ 240)= 1.050 CRIT SHEAR. = 2625 LB @ 1.38' 1.5*SHEAR/Fv*A=0.248(3v=206 A= 76.88) GOUVIS ENGINEERING SHEET JOB NO. 12617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 05,/.03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 9 TYP HDR AT KID'S ROOMS OVER-ALL LENGTH (FT): 3.25 REACTION AT: 0.00 3-.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF .FROM 0.0' TO 3.2' POINTFROM : DOWN=2680 @1.50'(L. OF BM 8) SECONDARY ROOF : 370 PLF=20.0*(21+16)/2 FROM 0.00' TO 3.25' EXTERIOR WALL 75 PLF = 5.0-' * 15.0 FROM 0.00' TO 3.25' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2198.7 1992.5 MAX. UPLIFT (G) 0.0 0.0 - *** USE -DFL N01 6 x 10 DROP-BM/HDR *** CRIT MOMENT =.2775 LB*FT @ 1.50' RATIO=0.239(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.007 INCH @, 1.58' CRIT SHEAR 1772 LB @ 0.92' 1.5*SHEAR/Fv*A=0.479(Fv=106 A= 52.25) BEAM NUMBER: 10 TYP HDR AT KID'S OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0,00 6:25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' 'SECONDARY' -'ROOF -444 PLF=24.0* (`21+16:) /2 FROM 0.00' TO 6.25' INTERIOR WALL : 50 PLF = 5.0' *'10.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT _. MAX. DOWNWARD(G) 1606.2 1606.2 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 8 -DROP BM/HDR *** CRIT MOMENT = 2509 LB*FT @ 3.17' RATIO=0.389(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.057 INCH @ 3.08' CRIT SHEAR =122.1 LB @ 0.75' 1.5*SHEAR/Fv*A=0..418(Fv=106 A= 41.25) GOUVIS ENGINEERING SHEET JOB NO. D1117 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 11 HDR AT SADAM'S ROOM OVER-ALL LENGTH (FT): 7.25 REACTION AT: 0.00 7.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 7.2' - EXTERIOR WALL : 90 PLF = 6.0' * 15.0 FROM 0.00' TO 7.25' POINTFROM : DOWN=2680 @1.50'(R. OF BM 8) SECONDARY ROOF : 291 PLF=15.8*(21+16)/2 FROM 0.00' TO 7.25' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 3580.5 2009.5 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 10 DROP BM/KDR *** CRIT MOMENT 5030 LB*FT @ 2.25' RATIO=0.432(Fb=1688 S= 82.73) CRIT DEFLTN = -0.074 INCH @ 3.42' CRIT SHEAR = 3213 LB @ 0.92' 1.5*SHEAR/Fv*A=0.868(Fv=106 A= 52.25) .BEAM NUMBER: 12 BM AT POWDER OVER-ALL LENGTH (FT): 6.00 REACTION AT: 0.00 6.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 6.0' PRIMARY''ROOF :'.180 PLF=10:0*'(16+20)/2 FROM 0.00' TO 6.00' REACTONS(LBS) LEFT RIGHT MAX. DOWNWARD(G) 600.0. 600.0 MAX. UPLIFT (G) 0.0 0.0 L4e xto *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 900 LB*FT @ 3.00' RATIO=0.2,60(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.048 INCH @ 3.00' CRIT SHEAR 483 __LB @ 5.42' 1.5*SHEAR/Fv*A=0.226(Fv=106 A= 30.25) GOUVIS ENGINEERING SHEET V JOB NO.': 12617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE :.09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 13 SOFFIT BM AT ENTRY OVER-ALL LENGTH (FT): 21.00 REACTION AT: 0.00 21.00 LOADS (DOWNWARD +) POINTFROM DOWN=600 @13.00'(L. OF BM 12) BEAM WEIGHT : 40.0 LB FROM.0.0' TO 21.0': EXTERIOR WALL : 15 PLF = 1.0' * 15.0 FROM 0.00' TO 21.00' PRIMARY ROOF : 270 PLF=15.0*(16+20)/2 FROM 0.00' TO 13.00' REACTIONS' (LBS) LEFT RIGHT MAX. DOWNWARD(G) 3229.6 2035.4 MAX. UPLIFT (G) 0.00 <� 5sX Zj - *** USE GLB 24F V4 5'1/8 x'12 DROP BM/HDR *** ***0.500" CAMBER UP @ SPAN(10.3') CRIT MOMENT = 16047 LB*FT @ 9.92' RATIO=0.544(Fb= 2880 S= 123.00) CRIT DEFLTN = -0.93.0 INCH @ 10.25' BASED ON (L/ 240)= 1.050 CRIT SHEAR = 2864 LB @ 1.12' 1.5*SHEAR/Fv*A=0.339(Fv=206 A= 61.50) BEAM NUMBER: 14 SOFFIT BM BY KID'S OVER-ALL LENGTH (FT): 11.50 REACTION AT: 0.00 LOADS ( DOWNWARD +) .11.50 BEAM WEIGHT 20.0 LB'FROM 0.0TO 11.5' POINTFROM DOWN=2035 @5.50'(R. OF BM 13) PRIMARY ROOF 450 PLF=25.0*(16+20-)/2 FROM 0'.00' -'TO 11.50" PRIMARY ROOF 144 PLF= 8.0* (16+20)./2 FROM 5.50' TO .11..50'. REACTIONS (LBS) LEFT - RIGHT MAX. DOWNWARD(G) 3899.4 4215.2 .MAX. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 12 DROP BM/HDR ***. CRIT MOMENT = 14511 LB*FT @ 5.50' RATIO=0.851(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.286 INCH @ 5.75' BASED ON (L/ 240)= 0.575 CRIT.SHEAR = 3.566 LB @ 10.42' 1.5*SHEAR/Fv*A=0.796(Fv=106 A= 63.25) GOUVIS ENGINEERING SHEET JOB NO. : 12617 CLIENT :'DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 15 ROOF.BM AT POOL TABLE OVER-ALL LENGTH (FT): 14.50 REACTION AT: 0.00 ,. 14.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 14.5' PRIMARY ROOF : 72' PLF= 4.0*(16+20)/2 FROM 0.00' TO 14.50' POINTFROM : DOWN=4215 @8.00'(R. OF BM 14) REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2673 6 3119.9 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 14 .DROP BM/HDR ** CRIT MOMENT = 18125 LB*FT @ 8.00' RATIO=0.785(Fb= 1659 S=.167.06.) CRIT DEFLTN = -0.315 INCH @ 7.42' BASED ON (L/ 240)= 0.725 CRIT.SHEAR 2992 LB @ 13.25' 1.5*SHEAR/Fv*A=0.569(Fv=106 A='74.25) BEAM NUMBER- 16•HDR NEXT --TO PANTRY OVER-ALL LENGTH (FT): 6.50 REACTION AT: 0.00 6.50 LOADS ( DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 6.5' PRIMARY ROOF _: 594. PLF=3-3 .0* (16+20) /2,. FROM 0..00'.,. TO. 6...._5.0',. .. _ . EXTERIOR WALL 75 PLF 5.0' * 15.0 FROM 0.00' TO 6.50' "REACTIONS (LBS) LEFT RIGHT -MAX. DOWNWARD(G) 2239.2-12239.2 MAX.- UPLIFT (G) 0.0 0.0 *** USE DFL N01 6 x 8 -DROP BM/HDR *** CRIT MOMENT =.3639 LB*FT @ 3.25' RATIO=0.565(Fb= 15+00 S= 51.56) CRIT DEFLTN = -0.089 INCH @ 3.25' CRIT SHEAR = 1722 LB @ 0.75' 1.5*SHEAR/Fv*A=0.590(Fv=106 A= 41.25) GOUVIS ENGINEERING SHEET JOB NO. : 12617 y CLIENT : DESIGN DEVELOPMENT I; PLAN NO.: CUSTOM DATE 09/03/98 ' ENGINEER: BASHAR(VER4:20) IN BEAM NUMBER: 17 HDR -AT KITCHEN OVER-ALL LENGTH (FT): 13.00 REACTION AT: 0.00.; 13.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 13.0' PRIMARY ROOF : 36 PLF= 2.0*(16+20)/2 FROM 0.00' TO,13.00' EXTERIOR WALL : 90 PLF = 6.0' *.15.0 FROM 0.00' TO 13.00' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 1014.0. 1014.0 MAX.' UPLIFT (G) 0.0 0.0 Cs 9.10 ' *** USE DFL NO 6 x 8 DROP BM/HDR CRIT MOMENT = 2873: 'LB*FT @ 6.50'- RATIO=O. 619 (Fb= 1080 S=- 51.--56) CRIT DEFLTN = -0.324 INCH @ 6.50' BASED ON (L/ 240)= 0.650 CRIT SHEAR = 782 LB @ 0.75' 1.5*SHEAR/Fv*A=0.372(Fv= 76'A= 41.25) BEAM NUMBER: 18 TXP BM AT FAM. �• OVER-ALL LENGTH (FT): 16.50 REACTION AT: 0.00., 16.50 LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 16.5'' , PRIMARY ROOF 594 PLF=33.0*(16+20)/2 FROM 0.00' TO '.16.50' SECONDARY..'ROOF : 1`48 PLF=' 8. 0* (21+16) /2FROM 0.00' TO 16.50.' REACTIONS •(LBS) LEFT RIGHT - MAX. DOWNWARD(G) 5903.4 5903.4 MAX. UPLIFT '(G) 0.0 0.0 ` *** USE GLB 24F V4 5 1/8 x 24 DROP BM/HDR ***. *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT:' 2-2x6 TRIMMER/STUD ***0.000" CAMBER UP @ SPAN( 8..2') CRIT MOMENT = 24351 LB*FT @ 8-.25' RATIO=0.241(Fb= 2467 S= 492.00) CRIT DEFLTN = -0.112 INCH @ 8.25' CRIT SHEAR.- = 4383 LB @ 2.12' 1.5*SHEAR/Fv*A=0.259(Fv=206 A=123.00)' GOUVIS ENGINEERING �II SHEET JOB NO. : 12617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4..20) BEAM NUMBER: 19 TYP HIP BM AT GREAT ROOM OVER-ALL LENGTH (FT): 23.50 REACTION AT: 0.00., 23.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 23.5' SECONDARY ROOF : 0 PLF= 0.0*(21+16)/2 @ 0.00' TO 296 PLF=16.0*(21+16)/2 @ 23.50' SECONDARY ROOF : 0 PLF= 0.0*(21+16)/2 @ 0.00' TO 296 PLF=16.0*(21+16)/2 @ 23.50' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2765.-8 5061.6 MAX. UPLIFT (G) 0.0 '0.0 *** USE GLB 24F V4 5 1/8-x 18 DROP BM/HDR*** *** W/ RIGHT: 2-2x6 TRIMMER/STUD ***0.375" CAMBER UP @ SPAN(12.1') CRIT MOMENT = 23468 LB*FT @ 13.33' RATIO=0.372(Fb= 2737 S= 276.75) CRIT DEFLTN = -0..511 INCH @ 12-.17'. BASED ON (L/ 240)=.,1.175 CRIT SHEAR = 4077 LB @ 21.88' 1.5*SHEAR/Fv*A=0.321(Fv=206 A= 92.25) BEAM NUMBER,=t2'E;:7-TYP DROP BM AT REAR OF GREAT ROOM OVER-ALL -LENGTH - (FT) r -16'. 0 0 REACTION AT c 0 .00 l h. 0 0 LOADS (DOWNWARD +) BEAM WEIGHT 30.0•LB FROM 0.0' TO 16.0' PRIMARY ROOF :.144 PLF= 8.0*(1'6+20)/2'FROM 0.00' TO'16.00'- SECONDARY ROOF 222 PLF=12.0*(21+16)/2 FROM 0.00' TO 16.-00' REACTlUNS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 3158.4 3158.4 MAX. UPLIFT -(G) 0.0 0.0 *** USE GLB 24F V4 5 1/8 x 10 1/2 DROP BM/HDR *** ***0.375" CAMBER UP @ SPAN( 8.0') CRIT MOMENT = 12634 LB*FT @ 8.00' RATIO=0.537(Fb= 3000 S= 94.17) CRIT DEFLTN 70.654 INCH @ 8.00' BASED ON (L/ 240)= 0.800 CRIT SHEAR = 2764 LB @ 15.00' 1.5*SHEAR/Fv*A=0.374(Fv=206 A= 53.81) GOUVIS ENGINEERING SHEET JOB NO. : 12,617 CLIENT : DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BP_.SHAR(VER4.20) BEAM NUMBER: 21 (STEEL BM OVER WATER FEATURE -SEE FR1) OVER-ALL LENGTH (FT): 14.50 REACTION AT: 0.00 19.50. LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 14.5' PRIMARY ROOF : 180 PLF=10.0*(16+20)/2 FROM 0.00' TO 14.50' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD (G) 1522.5 1522.5 MAX. UPLIFT (G) 0.00.0 1=10 *** USE GLB 24F V4 5-1/8 x 71/2 DROP BM/HDR *** ***0.375" CAMBER UP @ SPAN( 7.2') CRIT-IMOMENT ='5519 LB*FT @ 7.25' RATIO=0.459(Fb= 3000 S= 48.05) CRIT DEFLTN = -0.644 INCH @ 7.25' BASED ON (L/ 240)= 0.725 CRIT SHEAR 1365 LB @ 0.75' 1.5*SHEAR/Fv*A=0.258(Fv=206 A= 38.44) .BEAM NUMBER:.22 DROP BM AT REAR OF GRT ROOM i OVER-ALL LENGTH (FT) 19.00 REACTION AT: 0.00 19.00`, LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 19.0' PRIMARY ROOF : 270 PLF=15.0*(16+20)/2 FROM 0.00' TO 19.00' EXTERIOR WALL : 15 PLF 1 0' .. * 15 0FROM 0.0'0' TO 1-9.00' REACTIONS- (LBS). --LEFT RIGHT MAX. DOWNWARD(G) 2992.5 2992.5 MAX. UPLIFT (G) 0.0 0.0 *** USE GLB 24F.V4 5 1/8 x 12 DROP BM/HDR *** ***0.375" CAMBER UP .@ SPAN( 9.5') ' CRIT MOMENT ="14214 LB*FT @ 9.50' RATIO=0.477(Fb= 2909 S= 123.00) CRIT DEFLTN = -0.695 INCH @ 9.50' BASED`ON (L/ 240)= 0.950. CRIT SHEAR 2638 LB @ 1.12' 1.5*SHEAR/Fv*A=0.312(Fv=206 A= 61.50) GOUVIS ENGINEERING SHEET JOB NO. 1 617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 23 BM AT GREAT ROOM OVER-ALL LENGTH (FT): 25.00 REACTION AT: 0.00 25.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 25.0' PRIMARY ROOF : 144 PLF= 8.0*(16+20)/2 FROM 0.00' TO 25.00' SECONDARY ROOF : 370 PLF=20.0*(21+16)/2 FROM 0.00' TO 25.00' REACTIONS (LBS) LEFT MAX. DOWNWARD(G) 6530.7 MAX. UPLIFT (G) 0.0 RIGHT 6530.7 0.0 *** USE GLB 24F V4 5 1/8 x 24 DROP BM/EDR ** *** W./ LEFT: 2-2x6 TRIMMER/STUD RIGHT:•2-2x6 TRIMMER/STUD ***0.25011 CAMBER UP @ SPAN(12.5') CRIT MOMENT = 40817 LB*FT @ 12.50' RATIO=0.509(Fb= 1955 S= 492.00) CRIT DEFLTN -0.432 INCH @ 12.50' BASED ON (L/ 240)= 1:250 CRIT SHEAR = 5420' LB @ 22.88' 1.5*SHEAR/Fv*A=0.321(Fv=206 A=123.00) BEAM -NUMBER: -24 TYP AT LIVING OVER-ALL LENGTH (FT): 18_.50 REACTION AT: 0.00', 18.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0TO 18.5' SECONDARY ROOF : 333 PLF=18.0*(21+16-)/2' FROM "0.00' TO 18.50' -P-RIMARY ROOF - : 288 PLF=16.0*(16+20)/2 FROM 0.00' TO 18.50' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD-.( G )- 5-700.7 5-700.7 MAX. UPLIFT (G) 0.0 0.0 *** USE GLB 24F V4 5 1/8 x 24 DROP BM/HDR *** . *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD ***0.125" CAMBER UP @ SPAN( 9.2') CRIT MOMENT = 26366 LB*FT @ 9.25' RATIO=0.274(Fb= 2345 S= 492.00) CRIT DEFLTN = -0.153 INCH @ 9.25' BASED ON (L/ 240)= 0.925 CRIT SHEAR = 4391 ;'LB @ 2.12' 1'.5*SHEAR/Fv*A=0.260(Fv=206 A=123.00) GOUVIS ENGINEERING SHEET ) JOB NO. : 12617 CLIENT. : DESIGN DEVELOPMENT PLAN NO.: CUSTOM k' DATE 09/03/98 ,. ENGINEER: BASHAR (VER4 .2 0 ) BEAM NUMBER: 25 AT SOFFIT AT LIVING ROOM ' OVER-ALL LENGTH (FT): 24.00 REACTION AT: 0.00 24.00 LOADS ( DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 24.0' PRIMARY ROOF 2.88 PLF=16.0*(16+20)/2 FROM 0.00' TO 24.00' 4: EXTERIOR WALL' 15 PLF = 1.0' * 15.0 FROM 0.00' TO 24.00' rtn 'r REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD (G) 4051.5 4051.5 MAX. UPLIFT (G) 0.0 0.0 *** USE GLB 24F V4 5 1/8 x 15 .DROP BM/HDR *** ***0.500" CAMBER UP @ SPAN(12.0" ). CRIT MOMENT = 24309 LB*FT @ 12.00' RATIO=0.546(Fb= 2779 S= 192.19) CRIT DEFLTN = -0.971 INCH @ 12.00' BASED ON (L/ 240)= 1:200 CRIT SHEAR = 3587 LB .@ 1.38' 1.5*SHEAR/Fv*A=0.339(Fv=206 A= 76.88) BEAM NUMBER:-2-r:r'SOFFIT BM AT REAR.OF HOME OFFICE OVER-ALL LENGTH (FT): 25.00 REACTION AT: 0.00 14.00, 25.00 LOADS (DOWNWARD .+)' t BEAM WEIGHT-- 30-.0 LB FROM 0.0' 'TO 25.0' PRIMARY ROOF 252. PLF=14.0*(16+20)/2 FROM 0.00" TO 25.00' EXTERIOR WALL :,.15 PLF = 1.-0' * 15.0 FROM 0.00' -TO 25.00' (LBS) REACTIONS LEFT MIDDLE RIGHT y;> _ ..MAX.. DOWNWARD (G) 1696.5 4650 ; 7 1 -244 -.4 --- MAX. UPLIFT (G) 0.0 0.0 0.0 *** USE GLB 24F V4 5 1/8 x 21 DROP BM/HDR *** ***0.000" CAMBER UP @L. SPAN( 6.2') $0.000" CAMBER UP @R. SPAN(21.11) CRIT MOMENT =,-5994 LB*FT @ 14.00' RATIO=0.136(Fb= 1408 S= 376.69) CRIT DEFLTN = -0.021 INCH @ 6.42' CRIT SHEAR = 1936 LB @ 12.,12' 1.5*SHEAR/Fv*A=0.090(Fv=300 A=107.62) GOUVIS ENGINEERING •t� I� SHEET I JOB NO. : 12617 CLIENT : DErSIGN DEVELOPMENT PLAN NO.: CUSTOM 'DATE 09./03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 27 BM AT MASTER BATH OVER-ALL LENGTH (FT): 13.50 REACTION AT: 0.00 13.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0'. TO 13.5' PRIMARY ROOF : 396 PLF=22.0*(16+20)/2 FROM 0.00' TO 13.50' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD(G) 2875.5 2875.5 MAX. UPLIFT (G) 0.0 41 0.0 he S 'g x L22 Gs•3 *** USE DFL N01-6 x 10 DROP BM/HDR *** CRIT MOMENT.= 9705' LB*FT @ '6.75' RATIO=0.834(Fb= 1688 S=, 82.73) CRIT DEFLTN• -0.506 INCH @. 6.-75' BASED ON (L/ 240)= 0.675 CRIT SHEAR =,2485 LB @ 0.92' 1:5*SHEAR/Fv*A=0.671(Fv=106 A= 52.25) BEAM NUMBER: 28 HDR AT REAR OF MASTER BATH OVER-ALL LENGTH (FT): 8.50 REACTION AT: 0.00 8.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0.PLF FROM 0.0' TO 8.5' PRIMARY ROOF : 324 PLF=18.0*(16+20)/2 FROM 0.00' TO' 8.50' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00'. TO 8.50' t' -REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD (G) ----'1780.8 MAX. UPLIFT (G) 0.0 0.0. * * * USE DFL N01 6 x 8 DROP BM/HDR C..®vu�ft CRIT MOMENT = 3784 LB*FT @ 4.25' RATIO=0.587 Fb= 1500 S= 51.5 CRIT DEFLTN = -0.159 INCH @ 4.25' BASED ON (L/ 240)= 0.425 CRIT SHEAR = 1466 LB.@ 0.75''1.5*SHEAR/Fv*A=0.502(=v=106 A= 41.25) GOUVIS ENGINEERING SHEET JOB NO. : 12617 CLIENT : DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE 09/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 29 HDR AT.MASTER SUITE OVER-ALL LENGTH (FT): 3.75 REACTION AT: 0.00 3.75 .'LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 3.8' PRIMARY ROOF 630 PLF=35.0*(16+20)/2 FROM 0.0.0' TO. 3.75' INTERIOR WALL : 40 PLF = 4.0' * 10.0 FROM 0.00' TO 3.75' REACTIONS (LBS) LEFT MAX. DOWNWARD(G) 1293.8 MAX.. UPLIFT '(G) 0.-0 RIGHT 1293.8 0.0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 1212 LB*FT @ 1.92' RATIO=0.188(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.010 INCH @ 1.92' CRIT SHEAR = 776 LB @ 0.75' 1.5*SHEAR/Fv*A=0.266(Fv=106 A= 41.25) BEAM NUMBER: 30 SOFFIT BM AT FRONT OF GUEST ROOM OVER-ALL LENGTH (FT): 35.00 REACTION AT: 0.00 27.00 LOADS (DOWNWARD +) BEAM WEIGHT 40.0 LB FROM 0.0' TO 35.0' PRIMARY ROOF : 630 PLF=35.0*(16+20)/2-FROM 0.00' TO 12-.-00'- .PRIMARY ROOF : 324 PLF=18.0*.(16+20)/2 FROM 12.00'' TO 35.00' POINT LOAD : @ 35.0'(G= 250 1 REACTIONS` (LBS) LEFT- RIGHT MAX. DOWNWARD(G) 6633.7 8382.4 MAX. UPLIFT (G) 0.0 0.0 i *** USE GLB 24F V4 5 1/8 x 21 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD ***0.375" CAMBER UP @ SPAN(12.7') - ***0.250" CAMBER DOWN @ R. CANT(35.0') CRIT MOMENT = 37049 LB*FT @ 11.17' RATIO=0.567(Fb= 2083 S= 376.69) CRIT DEFLTN = 0.517 INCH @ 35.00' BASED ON (L/ 120)= 0.800 A CRIT SHEAR = 5520 LB @ 1.88' 1.5*SHEAR/Fv*A=0.373(Fv=206 A=10.7.62). GOUVIS ENGINEERING •� SHEET JOB. NO . : 12617 CLIENT : DESIGN.DEVELOPMENT PLAN NO.: CUSTOM DATE : 05/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 31 CANT.BM AT TRANSOM/GUEST ROOM OVER-ALL LENGTH-(FT): 15.50 REACTION AT: 0.00 8.00 LOADS ( DOWNWARD . + ) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 15.5' POINT LOAD @ 15.5'(G= 250 ) REACTIONS (LBS) LEFT. RIGHT MAX. DOWNWARD(G) 0.0 784.8 MAX. UPLIFT (G) -224.7 0.0 ***.USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR +** ***0.000" CAMBER DOWN @ SPAN( 4.7') ***0.125" CAMBER UP @ R. CANT(15.5') - CRIT MOMENT = -2438 -LB*FT @ 8.00'`RAT'IO=0.222(Fb= 1071 S= 123.00) CRIT DEFLTN -0.115 INCH @ 15.50' CRIT SHEAR 378 LB @ 9..12' 1.5*SHEAR/Fv*A=0.062(7v=148 A= 61.50) GOUVIS ENGINEERING I SHEET JOB NO. : 12617 CLIENT DESIGN DEVELOPMENT PLAN NO.: CUSTOM DATE : 09,/03/98 ENGINEER: BASHAR(VER4.20) BEAM NUMBER: 32 CLG.BM AT FAMILY ROOM OVER-ALL LENGTH (FT): 17.00 REACTION AT: 0.00 17.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30..0 PLF FROM 0.0' TO 17.0' -BWK e-Lell.. : 140 PLF=14.0* (10+10) /2 FROM 0.00' TO 17.00' REACTIONS (LBS) LEFT.. RIGHT MAX. DOWNWARD(G) 1445.0 1445.0 MAX. UPLIFT (G) 0.0 0.0 *** USE DFL NO1.6 x 12 DROP BM/HDR *** CRIT.MOMENT =.6141 LB. *FT Q. 8.50' RATIO=0.450(Fb= 1550 S= 121.23) CRIT DEFLTN'= -0.'286 INCH Q 8.50' BASED ON (L/-240)=-0•.850 CRIT SHEAR = 1261 LB @ 1.08'. 1.5*SHEAR/Fv*A=0.352(Fv= 85 A= 63.25) BEAM NUMBER: 33 CLG.BM AT LIVING ROOM'PATIO OVER-ALL LENGTH (FT): 15.50 REACTION AT: 0.00 15.5C LOADS (DOWNWARD +) BEAM WEIGHT 30.0 LB FROM 0.0' TO 15.5' ;w C.. 60 -PLF= 6.0*(10+10)/2 FROM 0.00' TO 15.50' REACTIONS (LBS) LEFT RIGHT MAX. DOWNWARD (G)',, jG.97. 5 6 9 7'..5. MAX. UPLIFT (G) 0.0 0.0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** CRIT MOMENT = 2:703 LB*FT Q 7.75' RATIO=0.456(Fb= 962 S= 73.83) CRIT DEFLTN = -0.176 INCH Q 7.75' BASED ON (L/ 240)= 0.775 CRIT SHEAR = 602 LB @ 1.06' 1.5*SHEAR/Fv*A=0.241(Fv=195 A= 39.38) -1 GOUViS ENGINEERING Ciwef xa, 3 s• N' s. 14 Zx rs C 29 0 � c. _ ` � � � © f O • Z6 TP _ T GOUVIS ENGINEERING Jx-G-=- Dam , crmrnt �- Cor• r�-ss� v,� / rc.� s� �r �+'..� i � M i i P 33 x33. 'q'tita 6, .7)IL 14 Z7Coi4 f low-- ta« sP,;,4 = 6 k • r titi _ d l Pte.• -d 4r y.�� '�� _ P :sus- (-tj (h9-A"s� I G-OUVIS ENGINEERING Oars \ R .. —a S;,)6-4e S yam.. 1.4SLL. �� --� k 3v " CA a - � � 5 t� tT�P.oJt�'�Rfit► � 0 �7h� c. S � � . . � _ � vas, Za��►r•�,�i'�, _ I i \I'll%�• �0; ♦ .:r �t � i0 ♦ G ......•.:-...-::..--:.--:.�.rlila::•�,3[���%.v1i_10�;,.J,h..�a0 �sO�p �io O. ,. a GAR 7/1 NO C 2011r, 1 ��-- — :wo Sao �a o a • ° o - Aw QIWA )14 DAHgR I RM C � ' � �. 'icy �, • : �, ` Si 7 ��V�lj-hR 'o- 7 GOUVIS ENGINEERING LATERAL ANALYSIS POURING NON MONO SECTION 1 LONGITUDINAL SHEET : L 4 JOB NO. 12617 CLIENT : DESIGN DEVELOPMEN PLAN NO.: CUSTOM DATE : 9- 8-98 1ST FLR HT: 8.00 BLDG HT:10.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : -17.36 WIND LD ROOF = 112.86 PLF TOTAL LOAD = 112.86 PLF SEISMIC ROOF.: DL ROOF =19.00X 23.00 = 437.00 DL EXT WALL=15.00X 2X( 8.00- 4.-00) = 120.00 DL INT WALL=10.00X OX( 8.00- 4.00) = .00 SHEAR = .183X( 437.00 + 120.00 + .00)= 101.93 PLF TOTAL LOAD = 101.93 PLF "WIND'1-GOVERNS - ==> ROOF: at2 56'`=PLF ROOF DIAPHRAGM : V=112.86 PLF MAX SHEAR=112.86X 35.00/(2 X 23.00)= 85.87 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/81) COMMON NAILS AT 6°,12" OC CHORD FORCE=112.86X 35.00X 35.00/(8 X 23.00)= 751.37 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 LONGITUDINAL 1ST FLR HT:13.50 BLDG HT:17.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE (PSF) 17.36 18:51 ' WIND LD'ROOF = 180.26 PLF - TOTAL LOAD = 180.26 PLF SEISMIC ROOF DL ROOF=19.00X 30.00 = 570.00 DL EXT WALL=15.00X 2X(13.50-.6.75) = 202.50 DL INT WALL=10.00X 1X(13.50- 6.75) = 67.50 SHEAR = .183X( 570.00 +202.50 + 67.50)= 153.72 PLF TOTAL LOAD = 153.72 PLF WIND GOVERNS =_> ROOF: -180.26 PLF ROOF DIAPHRAGM : V=180.26 PLF . MAX SHEAR=180.26X 40.00/(2 X 30.00)=120.17 PLF USE: 1/2". CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6'11,12" OC CHORD FORCE=180.26X 40.00X 40.00/(8 X 30.00)= 1201.75 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 14-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING LATERAL ANALYSIS , POURING NON`MONO SECTION 3 LONGITUDINAL SHEET : L 5 JOB NO. : 12617 CLIENT : DESIGN DEVELOPMEN PLAN NO.: CUSTOM DATE : 9- 8-98 1ST FLR HT:12.00 BLDG HT:19.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF 230.30 PLF TOTAL LOAD = 230.30 PLF SEISMIC ROOF DL ROOF=19.00X 75.00 = 1425.00 DL EXT WALL=15.00X 2X(12.00- 6.00) = 180.00 DL INT WALL =10.00X 1X(12.00- 6.00) = 60.00 SHEAR =..183X(1425.00 + 180.00 + 60.00)= 304.70 PLF TOTAL LOAD = 304.70 PLF SEISMIC GOVERNS =_> ROOF: . 304..7.0<"PLF ROOF DIAPHRAGM : V=304.70 PLF MAX SHEAR=304.70X 32.00/(2 X 75.00)= 65.00 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=304.70X 32.00X 32.00/(8 X 75.00)= 520.01 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 LONGITUDINAL 1ST•FLR HT:12.00 -.BLDG HT:14.50 FT WIND HEIGHT (FT)' ­15 WIND FORCE (PSF) 17.36 WIND.LD ROOF = 147.58 PLF TOTAL LOAD = 14.7.58:PLF " SEISMIC ROOF DL ROOF- • =19.00X 35.00 = 665.00 DL EXT WALL=15.00X 2X(12.00- 6.00) = 180.00 DL INT,WALL=10.00X-2X(12.00- 6.00) 120.00 SHEAR = .183X( 665.00 + 180.00 + 120.00),= 176.60 FLF TOTAL LOAD 176.60 PLF SEISMIC GOVERNS =_> ROOF: 176.60 PLF ROOF DIAPHRAGM : V=176.60 PLF - ` MAX SHEAR=176.60X 48.00/(2 X 35.00)=121.09 PLF USE: 1/2" CDX STR�II UNBLKD 24/0- W/8D COMMON NAILS AT 61",12" QC CHORD FORCE=176.60X 48.00X 48.00/(8 X 35.00)= 1453.12 U8E,14-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 16-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING LATERAL ANALYSIS POURING NON MONO SECTION 1 TRANSVERSE SHEET : L 6 JOB NO. : 12617 CLIENT DESIGN DEVELOPMEN PLAN NO.: CUSTOM DATE - : 9- 8-98 1ST FLR HT: 8.00 BLDG HT:10..50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF'= 112.86 PLF TOTAL LOAD = 112.86 PLF SEISMIC ROOF DL ROOF =19.00X.,_48.00 = 912.00 DL EXT WALL=15.00X 2X( 8.00= 4.00) = 120.00 DL INT WALL=10.00X OX( 8.00- 4.00) = .00 SHEAR = .183X( 912.00 + 120.00 + .00)= 188.86 PLF TOTAL LOAD = 188.86 PLF SEISMIC GOVERNS =_> ROOF: ..188;;n8=6-- PLF ROOF DIAPHRAGM : V=188.86 PLF MAX SHEAR=188.86X 23.00/(2 X 48.00)= 45.25 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6•,12" *OC CHORD FORCE=188.86X 23.00X 23.00/(8 X 48.00)= 260.17 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 1611. O.C. (STANDARD CONSTRUCTION) SECTION 2 TRANSVERSE 1ST F_LR HT:13..50 BLDG HT:17.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE (PSF) 17.36 18.51 WIND LD ROOF 180.26 PLF TOTAL LOAD = 180.26 PLF SEISMIC ROOF DL ROOF 19.00X 60.00 = 1140.00 DL EXT,WALL=15.00X 2X(13.50- 6.75) = 202.50 DL INT WALL=10.00X-2X(13.50- 6.75) = 135.00 SHEAR :183X(1140.00 + 202.50 + 135.00)= 270.38 PLF TOTAL LOAD = 270.38 PLF SEISMIC GOVERNS =_> ROOF: 27.0-.38- PLF ROOF DIAPHRAGM : V=270.38 PLF MAX SHEAR=270.38X 21.00/(2 X 60.00)= 47.32 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6"1,12" OC CHORD FORCE=270.38X 21.00X 21.00/(8 X 60.00)= 248.41 SPLICE WITH 16D COMMON NAILS @ 16" 0 C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING LATERAL ANALYSIS POURING NON MONO SECTION 3 TRANSVERSE SHEET : L 7 JOB NO. : 12617 CLIENT : DESIGN DEVELOPMEN PLAN NO.: CUSTOM DATE .:: 9_ 8-98 1ST FLR HT :12.0 0 I BLL=G 7HT" 14 : 50 --FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 147.58 PLF TOTAL LOAD = 147.58 PLF SEISMIC ROOF DL ROOF=19.00X 45.00 = 855.00 DL EXT WALL=15.00X 1X(12.00- 6.00) = 90.00 DL INT WALL=10.00X 1X(12.00- 6.00) = 60.00 SHEAR = .183X( 855.00 + 90.00 + 60.00)= 183.91 PLF TOTAL LOAD = 183.91 PLF SEISMIC GOVERNS =_> ROOFw-83:=9-1:-PLF'` ROOF DIAPHRAGM : V=183.91_'PLF - MAX SHEAR=183.91X 33.00/(2 X 45.00)= 67:44 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=183.91X 33.00X 33.00/(8 X 45.00)= 556.34 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D_SINKER NAILS MINIMUM BTWN.SPLICE PNTS SECTION 4 TRANSVERSE 1ST FLR HT:12.00 BLIDG"HT:18.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE-(PSF) : 17.36 18.51 .WIND LD ROOF _.211. 79. PLF TOTAL ,LOAD = 211.79 PLF SEISMIC ROOF DL ROOF=19•.O.OX 55.00 - = 1045.00 DL EXT WALL=15.00X.2X(12.00- 6.00) = 180.00 DL.INT WALL=10.00X 1X(12.00- 6.00) _ -60.00 SHEAR = .183X(1045.00 + 180.00 + 60.00)=.235.15 ?LF TOTAL LOAD 235.15 PLF SEISMIC GOVERNS =_> ROOF: 235:15 PLF ROOF DIAPHRAGM : V=23.5.15 PLF MAX SHEAR=235.15X 31.00/(2 X 55.00)=66.27 PLF USE: 1/2" CDX STR II.UNBLKD 24/0 W/8D COMMON NAILS AT 6'1,12°;OC CHORD FORCE=235.15X 31.00X 31.00/(8 X 55.00)= 513.60 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT- 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING SHEET : L 8 LATERAL ANALYSIS JOB NO. : 12617 CLIENT DESIGN DEVELOPMEN POURING NON MONO PLAN NO.: CUSTOM DATE 9- 8-98 SECTION 5 TRANSVERSE 1ST FLR HT:12.00 BLEG HT:15.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF SEISMIC ROOF DL ROOF 19.0OX 50:00 950.00 DL EXT WALL=15.00X.1X(12.00- 6.00) = 90.00 DL INT WALL=10.00X 2X(12.00 6.00) = 120.00 SHEAR = .183X( 950.00 + 90.00 + 120.00)= 212.28 PLF ,.� TOTAL LOAD 212.28 PLF SEISMIC- GOVERNS ROOF DIAPHRAGM V=212.28 PLF MAX SHEAR=212.28X 18.00/(2 X 50.00)= 38.21 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 61;12" OC .CHORD FORCE=212.28X 18.00X 18.00/(8 X 50.00)= 171.95 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) 44"#4A& kCAW c• • & r. GOUVIS ENGINEERING Sieet : L- q Job No : 12617 Client : DESIGN DEVELOPM Pian No: CUSTOM Wind 1980 ` X / Late : 09/03/98 Seismic 2224= 1785+ 439 1 3 (Z. Engineer: BASHAR(Ver3.21) . A ;T 0 18.E 10 A 20.0 i Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) #'16d sinker per top plate splice 1 LEFT OF GRG. EXTERIOR WALL _ STORY,:. 1ST FLOOR TWO. POUR FOUNDATION � BASE. AREA= 0.?.SFT) ':.94 UBC.. TOTAL WALL LENGTH = 20.0(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 2224/ 20.0 = 111(PLF) SHEAR = 2224/ 12.0= 185(PLF) MAXIMUM DRAG = 890(LB) USE TYPE 10 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ n" o/c MAX. DEAD LOADS:'- Wall OADS: Wall 120.0= 15 * 8.0' Roof P '16.0 = 16 * 2.0/2 -FROM 0.0' TO 12.0' I OVERTURN ANALYSIS UPLIFT(T.) DOWN(C) PANELO LEFT SIDE. T 826(LB) C= 1530(LB) ..HPAHD22/4x4 t' RIGHT"SIDE: T= 826(LB) C= 1530(LB) HPAHD22/4x4 Use._HRAHD22/4x4 on both ends GOUVIS ENGINEERING Sheet : L; w Jcb No : 12617 Client _: DESIGN DEVELOPM P -an No: CUSTOM Wind 2825 Date :09/03/98 Seismic 3615 = 2550 + 1065 1.1 X 5 D�a Engineer: BASHAR(Ver3.21) 10 10.0 10 16.0 7.0 I 13.0 6.0 — i 603101 < 617 ZA A • 0.0 7.0 20.0 26.0 410 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice ` LEFT OF MAID'S/UTILITY EXTERIOR WALL TORY. !ST. -FLOOR . TWO POUR FOUNDATION BASE AREA= 0 .SFT) UBC: 94:, TOTAL WALL LENGTH = 42.0(FT) TOTAL PANEL LENGTH = 29-0(FT) SHEAR DIAPHRAGM = 3615/ 42.0 = 86(PLF) SHEAR = 3615/ 29.0= 12 5 ( PLF) MAXIMUM DRAG = 67-7(LB) 2 USE TYPE 10 w/.1/2" DIAMETER x10" LONG ANCHOR BOLT (X48.0" o/c N AX. ^DEAD...LOADS : q D Wald 150.0= 15 * 10.0'- '} Roof P 16.0 = 16 * 2.0/2 FROM 0.0' TO 42.0' } - s OVERTURN ANALYSIS UPLIFT (T) DOWN(C) .. PANELOA LEFT SIDE T= 358(.LB) C= 1286(LB) NO SIGN. UPLIFT() RIGHT—SIDE-- T= 358 (LB) C= 1286 (LB)" NO SIGN: UPLIFT() PANEL@ LEFT SIDE T= 91(LB) C= 1026(LB) NO SIGN. UPLIFTO RIGHT SIDE: T= 91(LB) C= 1026(LB) NO SIGN. UPLIFT O. GOUVIS ENGINEERING Wind 4390 LSeismic 4986 = 3800 + 1186 0 STRAP(1) 0 STRAP(E) 7.0 1 8.0 11.0 895 1425 Sheet : L- Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) v.v 7.0 15.0 26.0 39.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 3 MIXED WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 0(SFT) 94 UBC TOTAL WALL LENGTH = 39.0(FT) TOTAL PANEL LENGTH = .21.0(FT) SHEAR DIAPHRAGM = 4986/ 39.0 = 128(PLF). SHEAR = 4986/ 21.0= 237(PLF) MAXIMUM DRAG = 1425(LB) USE TYPE 10 w/'1/2" DIAMETER x10" LONG ANCHOR DOLT @ 40.0" ok'MAX.• DEAD LOADS: Wall 130.0= 10 * 13.0' Roof. P 16.0 ="16 * 2.0/2 FROM X0.0'_ .TO' 17.0' Roof P.. 64..0 = 16 * 8.0/2 FROM 17.0' TO :39.0' OVERT ANALYSIS UPLIFT (T). DOWN (C) PANEL LEFT SIDE.:.T= 1509(LB) C= 1982(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1509(LB) C= 1982(LB) HPAHD22/4x4 Use HPAHD22/4x4 .on both ends PANEL® LEFT SIDE : T= 2085(LB) C= 3200(LB) PA28/4x4 RIGHT_SIDE: T= 2085(LB C= 3200(LB) PA28/4x4 U 8/4x4 on both ends GOUVIS ENGINEERING Sheet : L - Job No : 1261 Client : DESIGN DEVELOPM Plan No: CUSTOM Wind 4950ti x%, t L 3 X iq Date .: 09/03/98 Seismic 5794= 5368+ 426 /a► Engineer: BASHAR(Ver3.21) IT 13.0 16.0 1.0 3.01 0 STRAP(]) Bk 16.0 20.0 0.0 16.0 i 1159 Drag Force Analysis A: SIMPSON ST22(1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 4 RGT.OF MAHAMAD/SADAM INTERIOR .WALL .. STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 0(SFT) 94'UBC TOTAL WALL LENGTH = 20.0(FT) TOTAL PANEL LENGTH.= 16,0(FT) SHEAR DIAPHRAGM = 5794/ 20.0 = 290(PLF) - SHEAR = 5794/ 16.0= 362(PLF) MAXIMUM DRAG = 1159(LB) USE TYPE 11 w/ 1/2" DIAMETER -x10" LONG -ANCHOR BOLT @ 24,0" o/c MAX. i DEAD LOADS: s Wall 130.0= 10* * 13.0` - Roof .P' 64.0 =.16 * 8.0/2 FROM- 0.0' TO 20.0' OVERT ANALYSIS UPLIFT (T) DOWN (C) PANELU LEFT SIDE T= 3476(LB) C= 4838(LB) HPA35/4x4 RIGHT_SIDE: T= 3476(LB) C= 4838(LB) HPA35%4x4 Li Use HPA35/4x4 on both ends GOUVIS ENGINEERING Wind 1350 / /•� Seismic 3488 = 3290 + 198 L 3 �( `�� 30.0 • STRAP(E) 6.0 1539 32.0 Saeet : LLi Job No : 1 Client : DESIGN DEVELOPM Plan No: CUSTOM Late :09/03/98 Engineer: BASHAR(Ver3:21) Drag Force Analysis 12.0 68.0 N"-SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B:.SIMPSON.ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice j _ 5_._.. ....:_AT POWDER ROOM_: ...EXTERIOR WALL. ' STORY. 1ST FLOOR " TWO POUR FOUNDATION BASE AREA= 0 -'(SFT) UBC 94 .TOTAL WALL LENGTH = 68.0(FT) TOTAL PANEL LENGTH = 6.0(FT) SHEAR DIAPHRAGM = 3488/.-68.0 = 51 -(PLP). .SHEAR. = 3488/ 6 . 0= . 581 (PLF) MAXIMUM DRAG = - 1641.(LB) USE TYPE 13 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 16.0'' o' h: MAX. DEAD LOADS: Wall 180.0= 15 * 12.0' Roof'P y 128.0 16 *16.0/2 FROM 32.0' TO 38.01-. OVERT N`ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT SIDE T= 7182(LB) C= 7786(LB) (2)HPAHD22=2P/4x8' RIGHT SIDE: T= 7037(LB) C= 7872(LB) (2)HPAED22-2P/4x8 Use ( on both ends GOUVIS ENGINEERING Wind 5594 Seismic 8946 = 8320 + 626 `� X ¢ f la t u.� Sheet : L - Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) 1 10.0 11 25.0 16.0 � :2.0 4.0 9.0 7.5 O STRAP(1) 1071 1889 338 2053 T I 12.0 B LA, g A . . 0.0 37.1 59 83.5 10.0 19.0 44.0 51.5 .1 e•7.5 .5 789 429 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per trop plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per trop plate splice 6 AT HALLWAY/POWDER INTERIOR WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 0(SFT) UBC.94 TOTAL WALL LENGTH = 83.5(FT) TOTAL PANEL LENGTH = 28.,5(FT) SHEAR DIAPHRAGM = 8946/ 83.5 = 107(PLF) SHEAR-. 8946/ 28.5= 314(PLF) MAXIMUM DRAG = 20E3(LB) USE TYPE 11 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 24.0" o/c MAX. DEAD LOADS: Wall 120.0= 10 * 12.0' Roof -.P 80.0 = 16 *10.0/2 FROM 0.0' TO 56.0' Roof_P 32.0.=. 16 * 4.0/2 FROM 66.0' TO 78.0' OVERTURN ANALYSIS -UPLIFT(T) DOWN(C) PANEL@ LEFT _SIDE : T= 3128(LB) C= 3946(LB) HPA28/4x4. RIGHT_SIDE: T= 3128(LB) C= 3946(LB) HPA28/4x4 Use HPA28/4x4 on both ends PANEL@ LEFT_SIDE : T= 3282 (LB) C--'3972(LB) HPA35/4:,4 RIGHT_SIDE: T= 3282(LB) C= 3972(LB) HPA35/4x4 Use HPA35/4x4 on both ends PANEL@ LEFT SIDE : T= 3088(LB) C= 3882(LB) HPA28/4x4 RIGHT -SIDE: T= 3124(LB) C= 3861(LB)' HPA28/4x4 Use HPA28/4x4 on both ends GOUVIS ENGINEERING 7 EXTERIOR WALL Wind 4620 Seismic 6561 = 6100 + 461 r. 1.3 X 4-/z- 0 v/7 - S STRAP(E) Sheet : L- 1 Job No ; 1261. Client : DESIGN DEVELOPM Plan No: CUSTOM Elate :09/03/98 Engineer: BASHAR(Ver3.21) I 31.0 A 12 10.0 B 12 C 12 ilA D 1 3.5I 3.5I 3.511 3.5. 3082 2784 1292 1789 199 A B C D B C A B 0.0 11.6 21.3 29.0 37.8 61.1 31.0 34.5 44.5 48.0 51.5 62.5 66.0 Drag Force Analysis A: SIMPSON ST22 .(115.0 LB) ALT (12) # 16d sinker per top plate splice B:'SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: S,IMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice SEE,DETAIL INFORMATION ON NEXT PAGE ' t.. ". fit.[ f. .. P.,a i..:i ♦ GOUVIS ENGINEERING 1 Sheet : L- l lQ Job No : 12617 Client : DESIGN DEVELOPM . Plan No: CUSTOM _ Date :09/03/98 Engineer: BASHAR(Ver3.21) i AT REAR OF KITCHEN/FAMILY EXTERIOR WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 0(SFT) 94 UBC TOTAL WALL LENGTH = 66.0(FT) TOTAL PANEL LENGTH = 14.0(FT) SHEAR DIAPHRAGM = 6561/ 66.0 = 99(PLF) SHEAR = 6561/ 14.0= 469(PLF) MAXIMUM DRAG = 3082(LB) i. USE TYPE 12* w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 16.0" o/c MAX. 13 DEAD LOADS: h Wall180.0= 15 * 12.0' Roof-P 32.0 = 16 * 4.0/2 FROM 0.0' TO 66.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANED LEFT_SIDE T='6531(LB) C= 6868(LB) (2)HPAHD22-2P/4x8 RIGHT_SIDE: T= 6531(LB) C= 6868(LB) (2)HPAHD22-2P/4x8 "y- Use (2)HPAHD22-2P/4x8 on both ends tiDSR PANEL@ LEFT SIDE T= 6531(LB) C= 6868(LB) (2) HPAHD22=2P/4x8 RIGHT_SIDE: T= 6531(LB) C= 6868(LB) (2)HPAHD22-2P/4x8 �- Use (2)HPAHD22-2P/4x8 on both ends PANELOC LEFT SIDE T=.6531(LB) C= 6868(LB) (2)HPAH522-2P/4x8 RIGHT_SIDE: T= 6531(LB) C= 6868(LB) (2)HPAHD22-2P/4x8 Use (2)HPAHD22-2P/4z8 on both ends PANELOD LEFT _SIDE : T= 6531(LB) C= E868 (LB) (2) HPAHD2 2 - 2 P/4x8 RIGH_ T_SIDE:. T= 6531(LB) C= 6868 (LB) ' (2)HPAHD22.72P/4x8 Use (2)HPAHD22-2P/4z8 on both ends i , GOUVIS ENGINEERING Sheet L- Job No . 12617 Client : DESIGN DE`/ELOPM Plan No: CUSTOM Wind 500 Date :09/03/98 .: Seismic iso = 750 + 0 ��.wo ( � Engineer: BASHAR(Ver3.21) 14.0 i 32.0 o STRAP(1) a STRAP(E) i 8 STEEL FRAME/ REFER TO CALLS. MIXED WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA='O(SFT) 94 UBC. TOTAL WALL•LENGTH = 32.0(FT) TOTAL PANEL LENGTH = 0.0(FT). SHEAR DIAPHRAGM = 750/ 32.0 = 23(PLF.) NO SHEAR PANEL HAS BEEN ASSIGNED! DEAD LOADS: Wall 140.0= 10 * 14.0' OVERTURN ANALYSIS UPLIFT(T). DOWN(C) FAA'^- Get ./mac o�1s NIA1 LS Y, 0.75k- � {{IIIIIIIIIIIIII IIII IIII Illlllllilllll II{III 1 it i z - rr rVvrrr vvv 93 -0.1 k/ft at, �0.1� /►1 J _ 2.v W / • f II � b _ O.qS � e1 — ?.P X �.2 k � k I o•y� x �o•„ 3 7 1 = so z �••-• a a•S'S'Xrjo � �7•S� � Si Atew�Cb v•�7x o.�4 z D.#&f Fc <, 7.7 i Pu� i Jg- o Title Job # Dsgnr. Date: Description.... 11:50AMM, 9 SEP 98 Materials... FastFrame 2-D Frame Analysis vs.o.e- 1.00 50.00 Page Member Youngs 0.00 in4 10.170 in Density 118.00 in4 Label ksi 11.40 in4 10.170 in kd De%uft 1.00 0240 in 11 An ind 0.000 Steel 29,000.00 Nodes... DL+SEIS 0.490 0.300 -1.000 Section Sections... 1.000 Node Node Coordinates Area Material , Node Label ft X Default Y Restraint Z Restraint W10X22,- Temp I ft Restraint • Column JIV10x22 --' " Beam I T Steel T deg F 1 0.000 0.000 Foxed Fixed 0 2 0.000 17.000 0 3 14.000 17.000 0 4 14.000 0.000 Fixed Fixed 0 Member... Member ProLabel �� I Nodes Mem I End Releases I J End Releases Label I Node J Node ft9 X Y Z X Y Z A Column 1 2 .17.000 B Beam 2 3 14.000 C Column 3 4 17.000 Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending 8 Stability Factors Label Lu: Z ft Lu: XY K: Z K: XY Cm Cb A 17.000 17.000 1.00 1.00 Internal Internal B 14.000 14.000 1.00 1.00 Internal InternalC 17.000 17.000 1.00 1.00 Internal Intemal Depth Width Materials... Yield ksi _ 0.000000 0.006500 1.00 50.00 1.00 in4 Member Youngs 0.00 in4 10.170 in Density 118.00 in4 Label ksi 11.40 in4 10.170 in kd De%uft 1.00 0240 in 11 An ind 0.000 Steel 29,000.00 1.000 DL+SEIS 0.490 0.300 -1.000 Section Sections... 1.000 Prop Label Area Material , Group Tag Default Default i 1.000 int W10X22,- Steel I 6.490 int • Column JIV10x22 --' " Beam I T Steel T 6.490 in2 Depth Width Thermal in/100d Yield ksi _ 0.000000 0.006500 1.00 50.00 Depth Width Tf TW Ixx lyy 0.000 in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 10.170 in 0.360 in 118.00 in4 5.750 in 0.240 in 11.40 in4 10.170 in 0.360 in 118.00 in4 5.750 in 0240 in 11 An ind Node Loads.... Member Node Label Concentrated Loads and Moments Load Case Factors Load ease Factors X Y Moment # 1 # 2 # 3 # 4 # 5 2 0.750 k 1.Om Member Point Loads.... -0.100 -0.100 klft0.000 Member Magnitude Distance from 7 NodeLoad Load Case Factors Label Direction I oLI , # 1 #2 #'• # 4 #5 Member Distributed Loads.... i Member Load Magnitudes Load Extents Load Load ease Factors Label Start Finish I Start Finis ft Itis Direction #1 # 2 # 3 # 4 # 5 B -0.100 -0.100 klft0.000 14.000 Global Y 1.000 B -0.100 -0.100 k/ft 0.000 14.000 Global Y 1.000 wdu wxnu,nduuns... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 DL+JOINT 1.000 0.675 -1.000 1.000 2.250 DL+LL 1.000 I -1.000 I 1.000 1.000 DL+SEIS 1.330 0.300 -1.000 I 1.000 1.000 (C) 1NO-W ENERGALC C:1FF5112617.FFW V 5.0.8 11:50AM, 9 SEP 98 v5.0.8- Node Displacements & Reactions Node Label Load Combination Label ,. 1 DL+JOINT 1 DL+LL 1 DL+SEIS 2 DL+JOINT 2 DL+LL 2 DL+SEIS 3 DL+JOINT 3 DL+LL 3 DL+SETS 4 DL+JOINT 4 DL+LL A ni .=m Title �\ Job # Dsgnr. Dater � V Description.... FastFrame 2-D Frame Analysis ., v5.0.8- bi Load Comnation Page 2 Node' J' End Forces ' Label ,. Axial Shear Moment Axial Shear Moment -2.00412 7.02058 k k ft -k k . k $-k i Node Displacements X Y Z I X Node Reactions , Y Z in in Radians k B k . k -ft 0 0 -0.00849 2.00412 -1.13691 -1.38022 0 0 0 0.00024 B 0.11789 1.93002 0 0 0 1.28829 0.00170 0.00005 -0.00189 -0.00370 -0.00209 -0.00048 -0.48609 -0.46929 0 0 0.06991 0 0 0 0 0 0.57259 0.00013 -0.00108 -> Deflection values listed are the maximum of a sampling of 31 points across the member 0 0 0 1.28748 -0.00396 -0.00156 0 0 0 -0.00005 -0.00189 0.00048 DL+LL 0 0 0 0.57220 -0.00239 -0.00055 -0.11789 0 0 0 0 0 -0.00875 2.01469 -1.26611 3.84026 0 0 0 n n -0.00024 -0.11789 1.93002 0 L.JJY 14 U Member End Forces... Member bi Load Comnation Node' I' End Forces Node' J' End Forces ' Label ,. Axial Shear Moment Axial Shear Moment -2.00412 7.02058 k k ft -k k . k $-k A DL+JOINT 6L+SEIS r.a& 0.06991 v.I11W 0.46929 u 0 -1.0940`J 0.30552 Member Overall V.11/tf9 -0.35666 -2.00412 7.02058 A DL+JOINT -1.38022 1.13691 0 1.75565 Deflection Maximum Deflection Maximum. -0.88349 k 17.17343 B in Stress Rata DL+LL 0.11789 1.55459 2.00412 -0.11789 1.286 1.55459 B -2.00412 B 3.156 DL+SEIS 0.39334 -0.30552 -7.02058 -0.48609 3.465 2.01469 19.370 -9.22091 B -> Deflection values listed are the maximum of a sampling of 31 points across the member DL+JOINT 0.80401 -1.75565 -17.17343 -1.01270 3.46483 -1936991 C DL+LL 1.55459 0.11789 .2.00412 -1.93002 -0.11789 0 C DL+SEIS 2.01469 0.48609 9.22091 '-2.39012 -0.59872 0 C DL+JOINT 3.46483 1.01270 19.36991 -3.84026 -1.26611 0 Steel Stress Checks... Member Load Combination Overall I Left End 1/4 S an 3/4 San n 1/2 S P P i2' ht End Right Shear Label Maximum A DL+LL 0.059 0.010 0.022 0.034 0.046 0.05 0.002 A DL+SEIS 1 0.148 1 0.000 _ 0.036 0.072 -0.107, 0.14 0.007 A DL+JOINT 0.484 0.007 0.122 0.237 0.352 0.48 0.023 B DL+LL 0.144 0.072 0.076 0.141 0.124 0.00 0.032 B DL+SEIS - 0.093 0.093 0.072 0.036 '0.017 0.09 0.026 8 DL+JOINT 0.301 0.300 0.188 0.056 0.104 0.30 0.065 C DL+LL 0.058 0.058 0.046 0.034 0.022 0.00 0.002 C DL+SEIS 0.190. 0.190 0.151 0.111 0.072. 0.02 0.007 C DL+JOINT 0.529 1 0.529 0.419 0.310 0.200 0.07 0.021 Member Overall Envelope Summary Member Section Section Shear Shear Moment Moment Deflection Maximum Deflection Maximum. Label k k ft -k in Stress Rata A Column. 1.930 1.137 19.325 1.286 0.484 B Beam 0.804 3.156 17.208 0.048 .0.301 C Column 3.465 1.013 19.370 1.286 0.529 -> Deflection values listed are the maximum of a sampling of 31 points across the member (c)1988-97 ENERCALC C:IFF5112617.FFW V 5.0.8 GOUVIS ENGINEERING CALIFORNIA 4400 Campus Drive, Suite A Newport Beach, CA 92660 949-752-1612 Date: 10121198 Page: STEEL COLUMN BASEPLATE DESIGN TYP.BASE PL.DESIGN j4h"M 9d;%ibdAA-_-E T. "f -- None None LOAD DATA 1 Axial Load 5.00 k X•X Axis Moment 0.00 k•ft AISC Section Name W10x22 BOLT DATA Bolt Tension Capacity 1.50 k Bolt Count Per Side 2 Anchor Bolt Area 0.300 in Bolt Dist. from PL Edge 1.50 in -PLATE & SUPPORT DATA - Baseplate Depth .Nt200;im" " Width" ;;.,,12:00-in . Support Area Depth 24A0 in Support Area Width 24.00 in — MATERIAL DATA — f'c 2500 psi Fy 36 ksi Load Duration Factor 1.00 AISC Section Depth 10.17 in Flange Width 5.75 in Flange Thickness 5.000 in Web Thickness 0.240 in — PLATE DESIGN — Min. Required Thickness-,,.::.:. ,;::: 0:230`in' Plate Analysis Method 3 Tension Force per Bolt 0.00 k Bearing Stress 34.72 psi .Allow Bearing... �� 1 Per ACI 10.15 2975.00 k 111 Per AISC J9 1750.00 psi Max. Plate Capacity for Allowable Bearing... 252.00 psi f — PLATE ANALYSIS — e Actual Plate Thicknessa4.250•in Max Allow Plate Fb 27.00 ksi Actual fb 22.82 ksi USA. �^^, w . 1210-A :5 f l y Pc.�►.Ns V4.41) (c) 1983.96 ENERCALC rniivic cur.tiucGRuur. rei icnnxun vwnan5,)7a O STRAP(I) GOUVIS ENGINEERING Wind 3700 Seismic 4623= 4425+ 198 it r% 6.0 O 13 9.0 [ . 9.0 1156 Drag Force•Analysis T 1 24.0 S-:ieet : L- Job No : 12617- , Client : DESIGN DEVELOPM Plan No: CUSTOM Cate :09/03/98 Engineer: BASHAR(Ver3.21) A: SIMPSON ST22 (1150.LB) ALT (12) # 16d sinker per top plate splice B: SIMP.SON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 9 AT HOME OFFICE INTERIOR WALL STORY : 1ST FLOOR TWO POUR FOUNDATION BASE AREA= O;SFT) UBC 94 TOTAL WALL LENGTH_= 24.0(FT) TOTAL PANEL LENGTH 9..O(FT) SHEAR DIAPHRAGM = 4623/ 24.0 = 193(PLF) SHEAR =4623/ 9.0='514(PLF) MAXIMUM DRAG = 1733(LB) USE TYPE 13 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @-16.0" o/c NLAX. DEAD LOADS: Wall 120.0= -10 * 12.0' Roof_P 32.0 = 16 * 4.0/2 FROM 0.0' TO 24.0' OVERTURN ANALYSIS UPLIFT(T). DOWN(C) PANELOA LEFT_SIDE T= 6042(LB) C= 6645(LB) (2)HPA35/4x8 RIGHT—SIDE: T= 6042(LB) C= 6645(LB) (2)HPA35 /4x8 r Use on both ends MOM'. C? STRAP(I) GOUVIS ENGINEERING Wind 3700 1.N X 150/2 Seismic 4974= 4425+ 549 1563 Drag Force Analysis T � 2.0 35.0 Sheet : L - Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) Ac SIMPSON ST22 (1150 LB) ALT (12) #'16d sinker per top.plate splice B:- SIMPSON.ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 14'r AT.GUEST HOUSE-, INTERIOR WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE 'AREA= 0(SFT) 94` UBC TOTAL WALL LENGTH = 35.0(FT) TOTAL PANEL LENGTH 14.0.(FT) SHEAR DIAPHRAGM = 4974/-35.0 = -142(PLF) SHEAR = 4974/ 14.0.= 35'5'(PLF) MAXIMUM DRAG = 1563(LB) USE TYPE 11 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 24.0°' o/c MAX. DEAD LOADS: Wall 120.0= .10 * 12:0' Roof—P 32.0 = 16'* 4.0/2 FROM 0.0' TO 35.0' OVER ANALYSIS UPLIFT( T) DOWN(C) PANE LEFT SIDE T= 3450(LB) C= 4375(LB) HPA35/4x4 RIGHT SIDE: T= 3450(LB) C= 4375(LB) HPA35/4x4 Use HPA35/4x4 on both ends • STRAP(E) GOUVIS ENGINEERING Sheet : L - Job bob No : 1261 Client : DESIGN DEVELOPM Flan No: CUSTOM Wind 1110 'Date :09/03/98 Seismic 2060= 1500+ 560 1 �: 15 Engineer: BASHAR(Ver3.21) I O A 1 5.0 6.0' I 12.0 10.0 687 Drag Force Analysis 33.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per.top plate splice 1. r. LEFT -OF GUEST HOUSE EXTERIOR WALL ;;`'STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 0(SFT) 94 UBC TOTAL WALL LENGTH "33.0'(FT) TOTAL PANEL LENGTH 12.0(FT) SHEAR DIAPHRAGM 2060/ 33.0 = 62(PLF) SHEAR = 2060/ 12.0= 172(PLF) MAXIMUM DRAG - 637(LB) -USE TYPE 8 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 40" o/c MAX. V_$s i� DEAD LOADS: 40 Wall 180.0= 15 * 12.0' Roof_P 16.0 = 16 * 2.0/2 FROM 0.0' TO 33'.0' OVERT ANALYSIS UPLIFT (T) DOWN(C) PANEL LEFT SIDE T= 1112(LB) C= 2122(LB) HPAHD22/4x4 RIGHT SIDE: T= 1112(LB) C='2122(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends GOUVIS ENGINEERING Wind 1356 Seismic 3178= 2280+, 898 k 1,1,f ,. 0.0 S:aeet : IL - Job No : 12617 Client : DESIGN DEVELOPM Pian No: CUSTOM Cate :09/03/98 Engineer: BASHAR(Ver3.21) O - A ' 8.0 /8\ 32.0 6.0 6.0 Drag Force Analysis 867 A 44.0 A: SIMPSON ST22 -(1150 LB) ALT (12) # 16d sinker per top plate splice REAR OF GRG. EXTERIOR WALL A STORY : 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 01SFT) 94 UBC s TOTAL WALL LENGTH _ 44.0(FT) TOTAL PANEL LENGTH = 32a0(FT) SHEAR DIAPHRAGM = 3178/ 44.0 = 72(PLF) Y SHEAR = 3178/ 32.0= 99(PLF) MAXIMUM DRAG = 867(LB) USE TYPE 8 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 49.011 o/c MAX. DEAD LOADS: 40 120. 0*-- 15 * 8 . 0' Roof_P 184.0= 16 *23.0/2 FROM 0..0' TO 44.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANELU :LEFT _SIDE : T=-3333(LB) C= 924 (LB) NO SIGN.. UPLIFT O --RIGHT—SIDE: T=-3333(LB) C= 924 -(LB) NO SIGN'.- UPLIFT( ) Wind 1356 Seismic 2434= 2280+ 154 T (r�,+1 • STRAP(E) GOUVIS ENGINEERING .sheet : L- ?,,-6 Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) A BST . 12 12 8.b I 2.01 2.5 2.5 I 18.0 9.0 1038 Drag Force Analysis 4.0 A: SIMPSON.ST22 (1150 LB) ALT (12) # 16d sinker per top plate'splice 13 . FRONT OF GRG. EXTERIOR WALL STORY ..: 1ST..FLOOR TWO POUR FOUNDAT-ION BASE --AREA= - 0 -(SFT) UBC- 94 TOTAL WALL LENGTH = 34.0(FT) TOTAL PANEL LENGTH = 5.0(FT) SHEAR.DIAPHRAGM = 2434/ 34.0 72(PLF) SHEAR = 2434/ 5.0= 487(PLF) MAXIMUM DRAG = 1038(LB) .USE TYPE 12 W/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 16.0" o/c MAX. DEAD LOADS:. Wall 120.0= 15 * 8.0' Roof_P 184.0= 16..*23.0/2 FROM- 0.0' TO 34.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELOA LEFT SIDE T= 4445(LB) C= 4891(LB) (2)HPAHD22-2P/4x8 RIGHT SIDE: T= 4445(LB) C= 4891(LB) HPAHD22-2P/4x4 -Use (2)HPAHD22-2P/4x8 @ L. & HPAHD22-2P/4x4 @ R. PANEL BO LEFT_SIDE.: T= 4445(LB) C= 4891(LB) HPAHD22-2P/45c4 RIGHT SIDE: T= 4445(LB) C= 4891(LB) (2)HPAHD22-2P/4x8 -Use HPAHD22-2P/4x4 @ L. & (2)HPAHD22-2P/4x8 @ R. e STRAP(E) GOUVIS ENGINEERING Wind 1890 Seismic 2514 = 1896 + 618 77L/X '1. x A _7 1� 0 2.0 8.o 3.01 14.0 12.6 7.0 5.0 2207 0.0 '736.0 41.0 .0 Sheet : L- Q� Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Late :09/03/98 Engineer: BASHAR(Ver3.21) Drag Force Analysis A: SIMPSON ST22 (11.50 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C:-SIMPSON ST6236(2880 LB) ALT (24) #'16d sinker per top plate splice 14 FRONT OF MOHAMA/SADDAM'S EXTERIOR WALL STORY 1ST FLOOR -TWO POUR FOUNDATION BASE AREA= 0(SFT) 94 UBC TOTAL WALL LENGTH 41.0(FT) TOTAL PANEL LENGTH = 5.0(FT) SHEAR DIAPHRAGM = 2514/ 41.0 = 61(PLF) SHEAR = 2514/ 5 .-0= 503 (PLF) MAXIMUM DRAG = 22+7 (LB) USE TYPE 13. wl-1/2" DIAMETER-x1V LONG ANCHOR BOLT @ 16.0" o/c -MAX. = DEAD LOADS: Wall 195.0= 15 *'13.0' ' Roof_P 64.0 = 16 * 8.0/2 FROM 0.0' TO 41.:0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT _SIDE : T= 6920 (LB) C= 7513 (LB) (2) HPAPD22-2P/4x,8 RIGHT_SIDE: -T= 6920 (LB) C= 7513 (LB) (2)HPAI D22-2P/4x8 008A Use (2)B1PAHD22-2P/4x8 on both ends ^5 GOUVIS ENGINEERING Wind 2250 Seismic 802= 2260+ 542 �Z�. ` T�6e)1'^ 0 1 I B 110 8.0 T 3.01 1.5 6.0 1 1.5 6.0 1.0 3.dT 5.5 O STRAP(I) 708 5.5 Sheet Job No . 12617 V Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) Drag Force Analysis A:•SIMPSON ST22 '(1150.LB) ALT (12) # 16d sinker per top plate splice 15 AT AMY'S AND MOHAMAD'S ROOMS INTERIOR WALL STORY : 1ST FLOOR. TWO POUR FOUNDATION BASE AREA= OSFT) 94 UBC TOTAL WALL LENGTH 35.5(FT) TOTAL PANEL LENGTH 13.5(FT) SHEAR DIAPHRAGM 2802/ 35.5 79(PLF) SHEAR = 2802/ 13.5= 208(PLF) MAXIMUM DRAG = 1029(LB) USE TYPE 10 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @#.0 o/c MAX. DEAD LOADS:: Wall 130.0= 10 * 13.0' Roof_P 64.0 = 16 * 8.0/2 FROM 0.0' TO 35.5" OVER ANALYSIS !UPLIFT(T) DOWN(C) PANEL AA LEFT_SIDE :`T=,2141(LB) C= 2843 (LB) PA28/4x4 RIGHT SIDE:` T 2141(LB) C= 2843(LB) PA28/4x4 Q 3� U5P.P- 28/4x4 on both ends PANEL@ LEFT BIDE : T_= 2396(LB) -C= 2892(LB) HPA28/4x4 T`= .'2315(LB) C= 2892 (LB) ** PA28/4x4 RIGHT SIDE: T='"2396 (LB) C= 2892 (LB) HPA28/4x4 Use HP,138/4x4 on.both ends or Use PA28/4x4** @ L. & HPA28/4x4 @ R. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING Wind 2590 Seismic 6943= 3920+ 3023 , %'.ix 5 /,y f %X 3S Sheet :L- f/' f ` Job No : 12617 Client : DESIGN DEVELOPM Flan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) 982 858 578 471 50 F__ I 13.0 0.0 14.0 32.0 36.0 72.0 ' 7E0 99.0 O ® Drag Force Analysis :::;.Os < A: SIMPSON ST22 (1150 LB), ALT . 0 sinker per top plate splice 16 RGT.SIDE OF THE HOUSE EXTERIOR WALL STORY : 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 01SFT) 94 UBC TOTAL WALL LENGTH =-'99.0(FT) 'TOTAL PANEL LENGTH ' = 75.0(FT) SHEAR DIAPHRAGM = 6943/ 99.0 = 70(PLF) F4.0 1 3.01•.0 6.0 1 18.0 4.01 36.0 6.0 21.0 982 858 578 471 50 F__ I 13.0 0.0 14.0 32.0 36.0 72.0 ' 7E0 99.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB), ALT (12) # 16d sinker per top plate splice 16 RGT.SIDE OF THE HOUSE EXTERIOR WALL STORY : 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 01SFT) 94 UBC TOTAL WALL LENGTH =-'99.0(FT) 'TOTAL PANEL LENGTH ' = 75.0(FT) SHEAR DIAPHRAGM = 6943/ 99.0 = 70(PLF) SHEAR = 6943/ 75.0= 93(PLF) MAXIMUM DRAG _= 982(LB) - USE TYPE 8 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT@ 48.0" ®/e MAX. DEAD LOADS: Wall- 195-.O= 15'* 13.01................. x, Roof_P 80.0 ='16 *10.0/2 FROM 0.0' TO 99.0' OVERT ANALYSIS UPLIFT(T} DOWN (C) s PANEL LEFT'SIDE T=-880(LB) C= 1277(LB) NO SIGN_ UPLIFT O RIGHT. SIDE : T= -880(LB) C='1277(LB) NO SIGN- UPLIFT O . . PANEL@ LEFT'+.SIDE :-T=-2994(LB) C=,1267(LB) NO SIGN_ UPLIFT(.) RIGHT SIDE: T=-2994(LB) C= 1267(LB) NO SIGN.. UPLIFT O PANEL@ LEFT SIDE : T=-1234(LB) C= 1274 (LB) NO SIGN'. UPLIFT( ) RIGHT_SIDE: Y T=-1234(LB) C= 1274 (LB) NO SIGN.• UPLIFT@ GOUVIS ENGINEERING Wind 6300 Seismic 7M= 7350+ 527 r O STRAP(l) 6.0 A I1 3.0 B 11 15.0 11 328(PLF) MAXIMUM DRAG = 2790(LB) USE TYPE 11 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT 3.5 3.5 17.0 985 903 410 F_ 328 2790 Sheet : L-10 Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM Late :09/03/98 Engineer: BASHAR(Ver3.21) 1,2.0 0.0 21.0 26.9 � 6.0 9.5 12.5 16.0 31.0 48.C - Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per, top plate splice C: SIMPSON ST6236(2880 LB) ALT (24)' # 16d sinker per top plate splice 17r AT FAMILY AND.POWDER INTERIOR WALL "STORY : 1ST FLOOR TWO POUR FOUNDATION BASE AREA= O:SFT) 94 UBC TOTAL WALL LENGTH = 48.0(FT) TOTAL PANEL LENGTH = 24.0(FT) SHEAR DIAPHRAGM = 7877/ 48.0 = 164(PLF) SHEAR =,7877/ 24.0= 328(PLF) MAXIMUM DRAG = 2790(LB) USE TYPE 11 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 24.0" o/c MAX. DEAD LOADS: Wall 120.0= 10 * 12.0' . Roof _P 32.0 = 16 * 4.0/2 FROM 6.0' TO 31.0' Roof_P 96.0 = 16*12.0/2 @ 31.0' TO 8.0=16.0* 1.0/2 @ 48.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE :-,T= 4070(LB) C= 4318(LB) HPA35/4x4 RIGHT_SIDE: T= 4070(LB) C= 4318(LB) HPA35/4x4 Use HPA35/4x4 on* both ends PANEL BO LEFT.SIDE : T= 4070(LB) C= 4318(LB) HPA35/4x4 RIGHT_SIDE: T= 4070(LB) C= 4318(LB) HPA35/4x4 Use HPA35/4x4 on both ends PANEL(' LEFT'SIDE : T= 2659(LB) C= 4071(LB) HPA28/'4x4 RI_GHT_SIDE: T= 2871(LB) C= 4071(LB) HPA28/4x4 Use 1J94d%/4x4 on both ends WA3 GOUVIS ENGINEERING street Jab No : 1261 Client : DESIGN DEVELOPM P: an No: CUSTOM Date : 09/03/98. E::igineer: BASHAR(Ver3.21) 18 EXTERIOR WALL; Wind 4820 Seismic 8873 = 7440 + 1433 , r' X 3 CAL -f (,g X 19A, • STRAP(E) A 11 6.0 B 11 7.0 © II YD 1 6.0 I 4.0 14.0 I 11.5 I 8.0 I 221 839 962 0.0 Y 6.0 12.0 �0 23.0 37.0 48.5 ' 56.5 721 260 844 Drag Force Analysis A: SIMPSON ST22 (1150.LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE GOUVIS ENGINEERING deetL- J:)b No : 1261 Client : DESIGN DEVELOPM Flan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) 18 AT GREAT AND�LIVING ROOMS EXTERIOR WALL STORY 1ST.FLOOR TWO POUR FOUNDATION BASE AREA= 0(;SFT) UBC 94 TOTAL WALL LENGTH = 56.5(FT) TOTAL PANEL LENGTH = 32.0(FT) SHEAR"'DIAPHRAGM = 8873/ 56.5 =, 157 (PLF) SHEAR = 8873/ 32.0= 277(PLF) MAXIMUM DRAG = 962(LB) USE TYPE 1,4'w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ j2:0" o/c MAX. DEAD LOADS: 3 �� Wall 180.0= 15 * 12.0' Roof_P 48.0 = 16 * 6.0/2 FROM 0.0' TO 55.5' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT SIDE : T= 3021(LB) C= 3635(LB) (2)HPAHD22-2P/4x8 RIGHT_SIDE: T= 3021(LB) C= 3635(LB) HPAHD22t4x4 i T� ��►�m� imams '1D /A Q /'1 7 .Q. i7D A L771'f^f /A A /'1 D 'PANEL B@ LEFT SIDE T= 3201(LB) C= 3621(LB) HPAHD22/4x4- RIGHT_SIDE: T= 3201(LB)'. C= 3621(LB) HPAHD22;4x4 Use HPAHD22/4x4 on both ends PANEL@ LEFT_SIDE : T=,2042(LB) C= 3430(LB) HPAHD22/4x4' RIGHT_SIDE: T= 2042(LB) C= 3430(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends PANEL@ LEFT_SIDE : T= 2757(LB) C= 3562(LB) HPAHD22/4x4 RIGHT SIDE: — T= 2793(LB) C= 3530.(LB) (2)HPAHD22-2P/4x8 Use HPAHD22/4x4 @ L. & (2)HPAHD22-2P/4x8 @ R. i J41% "-116 GOUVIS ENGINEERING Wind 1570 Seismic 3248 = 2130 + 1118 El� a( 1, I 12.0 8.0 12.0 10.0 1 13.0 s STRAP(E) 0.0 27.3 12 10.0 8.0 1898 45.0 Drag Force Analysis Sheet : L- Jib No : 12617 Client : DESIGN DEVELOPM Flan No: CUSTOM Date :09/03/98. Engineer: BASHAR(Ver3.21) 24.0 A 1.0 1012 12.0 I 77.0 A: SIMPSON.ST22' (1150 LB) ALT (12).# 16d sinker.per top plate splice . B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 19 REAR OF HOME OFFICE EXTERIOR WALL STORY 1ST FLOOR TWO POUR FOUNDATION BASE AREA= Oa;SFT) 94 UBC TOTAL WALL LENGTH = 77.0(FT) TOTAL PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM-- ... � -= 3248/ 77.0 42 (PLF) SHEAR = 3248/ 8.0= 406(PLF) MAXIMUM DRAG = 1898(LB) -USE TYPE 12 w/ 1/2" DIAMETER x10" LONG ANCHOR BOLT @ 24.0" o/c MAX. DEAD LOADS: Wail 180.0= 15 * 12.0' Roof_P 120.0= 16 *15.0/2 FROM 0.0' TO' 77.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) .PANEL@ LEFT_SIDE T= 4036(LB) C=,5136(LB) HPAHD22-2P/4x4 T= 3526(LB) C= 5136(LB) ** HPAHD22/4x4 RIGHT.SIDE-: T= 4036(LB) C= 5136(LB) HPAHD22-2P/4x4 Use HPAHD22-2P/4x4 on both ends or Use HPAHD22/4x4** @ L. & HPAHD22-2P/4x4 @ R. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer w GOUVIS ENGINEERING Wind 2830 Seismic 6270 = 5600 + 670 Sleet 'L. Job No : 12617 Client : DESIGN DEVELOPM Plan No: CUSTOM )Nate :09/03/98 Engineer: BASHAR(Ver3.21) I 13.0 rA 10 I 10.0 I I 3.01 I 4.0 26.0 f 2239 Drag Force Analysis 56.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per tbp plate splice B:-SIMPSON ST6224(2116 LB) ALT (18)+# 16d sinker per t5p plate splice C: SIMPSON-ST6236(2880 LB) ALT (24)'# 16d sinker per tip plate,splice 20 AT MASTER SUITE INTERIOR WALL STORY : 1ST FLOOR TWO POUR FOUNDATION -BASE AREA= 0(SFT) -UBC 94 TOTAL WALL LENGTH.= 56.0(FT) TOTAL PANEL LENGTH = 26.!0(FT) l SHEAR DIAPHRAGM 6270/ 56.0 = 112(PLF) SHEAR = 6270/ 26.0= 241.(PLF) MAXIMUM DRAG = 223.9(LB) USE TYPE 10 w/ 1/2" DIAMETER x10" LONG ANCHOR DOLT @ 40.0" 0/c MAX. DEAD LOADS: ` Wall 120-.0= 10 * 12.0' Roof—P. 200.0= 16 *25.0/2 -FROM 0.0' TO 56.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT^SIDE T=-609(LB) C= 3060(LB) NO SIGN. UPLIFT O. RIGHT_SIDE: T= -609(LB) C='3060(LB) NO SIGN. UPLIFT( ) Wind 1565 Seismic 2939 = 2130 + 809 S 1C'w�� 0 STRAP(E) GOUVIS ENGINEERING Sheet : L- -Rob No : 12617 ' Client : DESIGN DEVELOPM Plan No: CUSTOM Date :09/03/98 Engineer: BASHAR(Ver3.21) 24.0 A to 10 7.0 4.0 6.0 T 4.0 9.0 1905 1273 1056 F- 0.0 21.1 42.7 35.0 41.0 45.0 54.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB') ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 21 -AT FRONT.OF MASTER SUITE EXTERIOR WALL STORY 1ST FLOOR TWO .POUR FOUNDATION BASE AREA= O(SFT) 94 UBC TOTAL WALL LENGTH = 54.0(FT) TOTAL PANEL LENGTH = 15.0(FT) SHEAR DIAPHRAGM 2939/ 54.0 = 54(PLF) SHEAR = 2939/ 15.0= 196(PLF) MAXIMUM -DRAG = 1935(LB) USE TYPE 10 w/ 1%2" DIAMETER x10 LONG ANCHOR BOLT @ 4jVO" o/e MAX. DEAD LOADS: Wall 180.0= 15 * 12.0' Roof_P 120.0= 16 *15.0/2 FROM 0.0' TO 54.0' OVER ANALYSIS UPLIFT(T) DOWN(C) PANE LEFT SIDE : T=•1706(LB) C= 2551(LB) HPAHD22/4x4 RIGHT—SIDE: T= 1706(LB) C= 2551(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both endszti'� PANELOB LEFT_SIDE T= 1282(LB) C= 2510(LB) HPAHD22/4x4 RIGHT SIDE: T= 1282(LB) C= 2510(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends r r FOUNDATION ANALYSIS Sheet: 'I . GE Job #: Client: Plan No. ` Date: (SB) SOIL BEARING PSF TO BE CONFIRMED PRIOR TO CONSTRUCTION CONFIRMED BY SOILS REPORT CONTINUOUS FOOTING i LOADS TO FOOTING: ROOF ( 36 o ) yC ( 35/A ) = 6 30 '0' WALL Ise 'O FLOOR WT. OF FTG. _ ( ►sem) /�2 ( y/..) = Ise•v �f4 TOTAL ( 1Ocw , ..•. #/FT (W) WIDTH REQUIRED = USE " WIDE X"DEEP CONTINUOUS FOOTING @ 1-STORX PORTIONS . USE ",WIDE.X .. "DEEP CONTINUOUS FOOTING @ 2 -STORY PORTIONS ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING r PMAX=SBXSXW PosT 44 ' P MAX (11 STORY) _ Oo # • — _ - • , • o . - P MAX @ (2 -STORY) _ # ,'� . - -• e'• . - • ' •' ; ;, ' ; [P ALLOW = P mAx -TOTAL: (S/12)] —9 DESIGN OF PADS sheet: Client . Plan No. Date: 'j FTSE .2 0 SQUARE X DEEP BARS EACH WAY 7 3 Z' USE SQUARE X / S DEEP W/ Lo f 4 'e- /s c c. BARS EACH WAY 2 2 # Y; USE 3 d SQUARE X .ISG DEEP W/ '" 9' BARS EACH WAY i - (fit - Slab N # USE SQUARE X IS DEEP W/ C-3% ' BARS EACH WAY q Baa USE . -O SQUARE X 5 DEEP W/ BARS EACH WAY DESIGN OF PADS sheep GE Jcb #: Client Plan No. Date: . USE SQUARE X DEEP W/ BARS EACH WAY . y USE .2 - C.SQUARE X /'5 DEEP W/ C.Z 0 BARS EACH WAY EST% A PA6) li /P as I n�3 USESQUARE X DEEP F W/ BARS EACH WAY USE o2-li SQUARE X 15 BEEP W/) BARS EACH WAY USE SQUARE X DEEP ` W/_ CP 3 o ¢ BARS EACH WADI ' i DESIGN OF PADS sheet: GE J64 # Client: Plan No. Date: , 60 0 USE SQUARE X I S DEEP W/_ BARS EACH WAY 00 101" USE -t�� n SQUARE X DEEP W/ BARS EACH WAY P= USE SQUARE X W/ BARS EACH WAY P= USE f• sT W/ a # DEEP. P= _ # USE SQUARE X DEEP W/ BARS EACH WAY -