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0102-117 (SFD) Structural CalcsMerrell -Johnson Engineering, Inc. CIVIL ENGINEERING ♦ SURVEYING Project: Site Location: Structural Calculations Ukleja Residence 53000 Del Gato Dr. La Quinta, Ca Client: Nelson Designs 16169 Siskiyou Court Apple Valley, Ca 92307 (760)242-1401 Prepared By: Cary Packer RCE 51752 Exp. 6/30/08 Page 1 of 9 Job No. 2575-22 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION QRpf ESS/ON CIO CM L" No. 51752 (*. Exp. 06.30-6:61*. OF CA��FD b The engineers' professional responsibility is limited to the work contained in these calculations and the engineer assumes no responsibility for inspection to ensure construction is in accordance with these calculations. There is no soil data for the subject site available to the engineer. Therefore we have assumed a soil bearing value of 1000 PSF in our design. It shall be the contractors responsiblilty to prepare the soil to provide a firm foundation which provides a minimum bearing capacity of 1000 PSF. The engineer is not responsible if the actual bearing value is different than assumed. These calculations and specification shall be attached to and made a part of the project plans. It is the intent of these calculations that all work whether included in these calculations or not specifically included shall be done in accordance with the 2001 California Building Code. If any differences between these calculations and actual construction is found these shall be brought to the engineers' attention. �I OCT 09 2007 IU 12138 Industrial Blvd., Suite 240 - Victorville, CA 92395 - (760) 241-4146-* F�760)241_0566 128 E. Fredricks St. - Barstow, CA 92311 • (760) 256-2068 - Fax (760) 256-0418 $ V Merrell -Johnson Engineering, Inc. 12138 Industrial Boulevard, Suite 240 Victorville, CA 92395 (760) 241-6146 Fax: (760) 241-0566 Table of Contents Date: 9/5/2007 Page 2 of 9 PC Project Name: Ukleja Residence Job: 2575-22 Nelson Designs Specifications..................................................... Page 3 Design Loads ..................................................... Page 4 Vertical Analysis Beam & Post Calculations ................................. Pages Through Lateral Analysis Lateral Load Layout and Analysis ...................... Pages Through 9 Appendix Pages fA l Through Aa 0 .i Specifications y � f Merrell-Johnson Engineering, Inc. Date: 9/5/2007 Page 3 of 1 12138 Industrial Boulevard, Suite 240 I Victorville, CA 92395 PC (760) 241-6146 Fax: (760) 241-0566 Project Name: Ukleja Residence Job No. 2575-22 Nelson Designs Specifications Code: 2001 California Building Code (CBC) Seismic Zone: Zone 4 Wind: Basic Wind Speed 70 mph, Exposure C Soil: Allowable Soil Pressures, Bearing 1000 psf Passive 150 psf Active 35 psf Friction 0.3 Lumber: Douglas fir -larch, Grades as noted in calculations. Concrete: Slabs and footings (Residential), F'c = 2500 psi @ 28 Days Slabs and footings (Commercial), F'c = 3000 psi @ 28 Days Retaining walls and Beams, F'c = 3000 psi @ 28 Days Reinforcing Steel: ASTM A615, 40 ksi for # 4 Bars and Smaller 60 ksi for # 5 Bars and Greater Concrete Block: ASTM C90, Grade N, Medium Weight, Solid Grout Specified compressive strength of masonry (fm = 1,500 psi) Structural Steel: Structural Steel Welding to be per AWS D1.1 Specifications All Welding to be done in an approved fabricators shop in accordance with CBC Section 1701.7 sp�o� u�isaQ -- i 'Meir& -Johnson Engineering, Inc 12138 Industrial Boulevard, Suite 240 Victorville, CA 92395 (760) 241-6146 Fax: (760) 241-0566 DEAD LOADS Date: 5 -Sep -07 Page C4 of 9 PC Project Name: Ukleja Residence Job No. 2575-22 Nelson Desian Roof Exterior Walls Interior Shearwall Flat <_ slope < 4:12 pitch Description psf Description psf Description psf Description psf Cover 12 Stucco 10.0 2x6 Studs at 16" o.c. 1.6 25 19.5 Plywood Sht'g 1.5 2x6 Studs at 16" o.c. 1.6 Sheathing 1 1.23 1.3 Framing 3.2 Sheathing 1 Drywall 5 12.6 1.0 Drywall 3 Misc. 0.4 Insulation 1.5 Misc. 0.3 Misc. 0.9 Total= LIVE LOADS Total1� 8.01 psf ROOF 20 Flat <_ slope < 4:12 pitch 16 4:12<_ slope < 12:12 pitch 12 slope >_ 12:12 20 Snow Load I otal I 8.01 I otal I 01 psf FLOOR 40 (Residential) Basic Floor Area & Deck 60 Exterior Balconies 50 Offices 0 Storage WIND UBC 1997 Sec. 1620 and Method 2 of Sec. 1621.3 P = Ce Cq qs Iw Windward load on Walls Height (ft) P Ce Cq qsl Iw 15 17.4 1.06 1.3 12.6 1.0 20 18.5 1.13 1.3 12.6 1.0 25 19.5 1.19 1.3 12.6 1.0 30 20.1 1.23 1.3 12.6 1.0 40 21.5 1.31 1.3 12.6 1.0 SEISMIC Equation P Cq I 70 mph Basic wind speed 16.0 1.2 C I Exposure 17.1 1.2 18.0 1.2 18.6 1.2 19.8 1.2 30-5 V= 2.5 Ca I W / R = 0.143 W Base Shear Max Limit Where: I = 1.0 From Table 16-K Ca = 0.44 From Table 16-Q Z = 0.44 Using So Na = 1.0 From Table 16-S and 16-U [used in determination of Ca] ± 10km from San Andreas fault, seismic source Type "A" Soil Profile Type So R = 5.5 From Table 16-N and 16-P note: Base Shear is divided by 1.4 per Section 1612.3 Seismic Load on Wall Elements (Studs) CBC Equation 32-3 Fp = 0.7Calpwp Fp = 0.7(0.44)(1)Wp = 0.308 Wp Fp = 0.308(18psf) = 5.5 psf I sisj([BUtJ 11339 OA Merrell -Johnson Engineering, Inc. Date: 5 -Sep -07. Page 5 of C7 1 12138 Industrial Boulevard, Suite 240 PC Victorville, CA 92395 (760) 241-6146 Fax: (760) 241-0566 Project Name: Ukleja Residence Job No. 2575-22 Nelson Designs VERTICAL ANALYSIS i Beam Number. See vertical analysis layout sheet for Locations. 4 (* )= CONTINUOUS FTG IS ADEQUATE 2 Grade: 1=DF No. 1 2=DF No. 2 GL=DF24F-V4 Glu -Lam 5 Use #4 rebar 8" o.c. E.W. 3 ** ( )= One 2x trimmer is adequate BM BEAM BEAM BEAM REACTION AT LEFT REACTION AT RIGHT No.' SPAN SIZE GRADE LOAD TRIMMER FOOTING 4.5 LOAD TRIMMER FOOTING 4,5 (feet) (kips) SIZE SIZE (kips) SIZE SIZE 1 8.0 6X6 2 0.30 ** * 12"w x 12"dp 0.30 ** * 12"w x 12"dp 2 8.0 8X12 2 0.89 ** * 12"w x 12"dp 0.89 ** * 12"w x 12"dp Calc 1 = Rafters @ 24" o.c. Calc 2 = Rafter Support Beam Merrell -Johnson Engineering, InC. Date: 05 -Sep -07 Page of GGA 12138 Industrial Boulevard, Suite 240 PC Victorville, CA 92395 (760).241-6146 Fax: (760) 241-0566 Project Name: Ukleja Residence Span Lu Job No. 2575-22 Nelson Designs 1 Simple Span Beams Use 6X6 DF #2 BEAM No. 1 Section 6X6 DF #2 Fb 875 psi Fv 85 psi E 1,300 ksi Span Lu 8 ft 8 ft Max Moment fb Fb' ratio Deflection Length/Delf 0.592 ft -k 256.2 psi 1,091.3 psi 0.235 0.069 in 1395 :1 Max Shear " 1.5 f„ Fv' ratio Left Reaction 1 Right Reaction 0.44 k 14.7 psi 106.3 psi 0.138 0.296 k 0.296 k Wog 34 plf WLL 40 plf P 0 lbs Dist. 0 ft Cf = 1 , Cl = 0.998, Cd = 1.25, Cr = 1 Beam OK Use 8X12 DF #2 BEAM No. 2 Section 8X12 DF #2 Fb 875 psi Fv 85 psi E 1,300 ksi Span Lu 8 ft 8 ft Max Moment fb Fb' ratio Deflection I Length/Delf 1.776 ft -k 128.9 psi 1,090.7 psi 0.118 0.017 in 5798 :1 Max Shear'` 1.5 f„ Fv' ratio Left Reaction 1 Right Reaction 1.33 k 15.4 psi 106.3 psi 0.145 0.888 k 0.888 k WpL 102 plf WLL 120 plf P 0 lbs Dist. 0 ft Cf = 1 , Cl = 0.997, Cd = 1.25, Cr = 1 Beam OK Merrell -Johnson Engineering, Inc. Date: 5 -Sep -07 Page _/ of 12138 Industrial Boulevard, Suite 240 Victorville, CA 92395 PC (760) 241-6146 Fax: (760) 241-0566 Project Name: Ukleja Residence Job No. 2575-22 Nelson Designs POST/ COLUMN DESIGN Capacity of Various Sized Posts (Ibs) Braced within a wall (y-axis bending braced) Size Size 8 Height (feet) 9 10 12 2x4 3,300 2,800 2,200 N/A 4x4 5,600 4,800 4,100 3,000 2x6 5,900 5,400 4,900 2,800 4x6 12,500 1 11,500 10,000 1 8,000 6x6 16,000 1 15,500 14,000 1 12,000 Capacity of Various Sized Posts (Ibs) No Bracing (such as patio post) Size Height (feet) 8 1 9 10 12 4x4 4,500 3,800 3,200 2,400 6x6 13,500 1 12,000 1 11,000 9,500 Point load capacity of double top plate [2x4 = 2,030 Ibs ] [2x6 = 2,450 Ibs] Use post for loads greater than this. ' Post Number. See vertical analysis layout sheet for Locations. 4 See attached calculations for 2 Grade: 1 = DF No. 1, 2 = DF No. 2, STL = Steel 50ksi Post loads which exceed the 3 ( ' ) indicates continuous footing. Separate pier footing not required. above table. POST Post Vertical" No. Height I Load (Ibs) SIZE I Grade 2x4 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 FOOTING SIZE REINFORCEMENT Capacity Ibs 24"SQ x 12"DP # 4 bars 9" o.c. E.W. 4,000 Lateral Analysis N 9 Merrell—Johnson Engineering, Inc.D e: Page Fofc� 12138 Industrial Boulevard, Suite 240 Vicforville, CA 92392 Project Name: ttklVo (760) 241 —6146 Fax:(760) 241 —0566 Job No:0,,-? I /U e /son L)pm, LATERAL LOAD and BRACED WALL LAYOUT '5 F, -(.C- f . THS 4-b 6 w� or-- -T/ tf- ez .SC t0 -;T-;1 ,.-ccs t--1 64 S b LEGEND OBRACED WALL LINE T — # ELEVATION LOAD Merrell -Johnson Engineering, Inc. 12138 Industrial Boulevard, Suite 240 Victorville, CA 92395 (760) 241-6146 Fax: (760) 241-0566 WIND LOAD Elev. # Date: 5 -Sep -07 Page of PC Project Name: Ukleja Residence Job No. 2575-22 Nelson Designs SEISMIC LOAD T-1 Ht Hb trib h 1 0.5 psf trib h 17.4 0.5 psf L 21 8 0.5 9 Elev. Unit Load Wt IL 168 x 0.143 = I 24 Elev. Unit Load L-1 Ht Hb trio h 1 0.5 psf trib h 17.4 0.5 psf 21 8 0.5 9 Elev. Unit Load Wt 168 x 0.143 = I 24 Elev. Unit Load Appendix i, i Merrell, -Johnson ' Engineering, Inc. - 12138 Indust -b] Blvd. #240 VCtoNlle, CA 92392 (760) 241-6146 Fax (760) 241-0566 Datap C)/12/D,7 Page � A 14 of A Project. Name: ROOF/FLOOR. DIAPHRAGM SCHEDULE SEE FOOTNOTE 1 WOOD STRUCTURAL PANELS UBC 1997/2315.3.3 NAILING N0. DESCRIPTIDN (SIZE/TYPE) PACING 0 PANEL EDGE/OTHER BLOCKING CLIP/TIE SPACING ALLOWABLE SHEAR LOAD 1 7/16' APA RATED SHEATHING 8d COMMON; BOX 6"/ 12" NO A35 0 24" O.C. 230 2 7/16" -APA RATED SHEATHING 8d COMMON; BOX 4"/ 12" YES H10 0 24" O.C. 340 3 7/16" APA RATED SHEATH114G 8d COMMON; BOX 3"/ 12" YES H10 0 24 O.C. 575 4 19/32" APA RATED STURD—I—FLOOR 8d COIA14ON: BOX 6"/ 12" NO A35 0 i 6" O.C. OR LPT4 Qi 24"• O.C. 285 5 19/32" APA RATED STURD—I—FLOOR 8d COMMON: BOX 4"/ 12" YES LPT4 0 12" O.C. 64D NOTES: 1. COMPLIES WITH UBC TABLE 23—II—H, CASE 1 'DIAPHRAGM . BOUNDARY ' 4X8 APA RATED SHEATHING SPACING AT_J__ DIAPHRAM BOUNDARY AND SUPPORTED EDGES IS 6" D.C. ' UNBLOCKED EDGE UNLESS NOTED OTHERWISE -BLOCKING AS NOTED PER SCHEDULE CONTINUOUS PANEL JOINT ,_I I I I _--_T—ROOF OR NAILING TO INTERMEDIATE FRAMING FLOOR JOISTS MEMBERS IS ALSO KNOWN AS "FIELD" • NAILING. MAX SPACING IS 12" O.C. ROOF/FLOOR DIAPHRAGM � (CASE 1 ) errell—Johnson Engineering, Inc. Date:9�U�j Page of 2138 Industrial Boulevard, Suite 240 Project Name: Victorville, CA 92392 760) 241-61.46 Fox:(760) 241-0566 Job No: �� j, _ tije I, , z o_' W W LO i -i W I -U ¢ W PqU Q. W ¢ J W Z `' <raJ w J Z F- ¢ J Q CL 0 Z W N Or A ~ W H U r4 ¢ W LD LD f::1 �' � U Q¢Z ¢ z (� QJ W N z U "' �-, Dfn A ¢ x L3 ¢ O� W J q El W W I -z WZJ U a_ Z YJ � a QUA _I H V o¢ �(U Z Zfn -J 0�U J A W 3v) 3 w J Jw Uw OZ coLiw U�Z j J N z o o W ¢¢ w = U i-¢Ui�L.D JJS J¢¢ z ¢A J¢ \i W Z a !- t J W W WED �L3 X A1=� W Q_ 2¢ 2 U U o_o_H a_Q�a_ z W Pqa_ L0¢t4 ¢ -, (n ¢ p:1 U- ch ¢ W C11 Cl) 4 3/8' STRUCT 1 8d 4'/12' YES 48' 4' 2x N/A N 350 4 3 3/8' STRUCT 1 8d 3'/12' YES 16" 3" 2x a YES YES 550 3 2 15/32" STRUCT 1 10d 2'/12' YES 20' 2' 3x NO YES 870 2 S 7/8' PORTLAND CEMENT 9 16 a 4'/12' NO 48' 8' 2x NO NO 180GYP S Ci 1/2" BOARD 6d 4'/4' YES 72' 16' 2x NO NO 62 Ci NOTESs 1, COMPLIES WITH TABLE 23—II—I-1 CBC 2001 AND TABLE 25A CBC 2001 '2. USE 2' THICK NOMINAL STUDS 2 16' O.C. FOR SCHEDULE 4 AND 3 3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3' OR WIDER, AS NOTED, 4. ANCHOR BOLTS MUST BE EMBEDED A MINIMUM OF 7' INT❑ FOOTING. 5• 16d NAIL SCHEDULE IS FOR COMMON NAILS UPSTAIRS PLATE'T❑ RIM J❑IST CONNECTION. 6. ALL NAILING AT PLYWOOD JOINT AND SILL PLATE IS TO BE STAGGERED, 7. BOX NAILS, IF USED, MUST BE GALVANIZED. 8. PANEL #3 ANHOR BOLT SPACING HAS BEEN REDUCED 50% (T❑ REDUCE SILL THICKNESS) PER TABLE 23—II—I-1, EXCEPTION 3 OF THE 2001 CBC SHEAR PANEL CALL❑UT SYMBOL (EXAMPLE) _ ' 2 SHEAR PANEL REFERENCE NUMBER, SEE SCHEDULE L - 6 ' ( MIN, WIDTH OF PANEL (FEET) ' 4 AB's( MIN, NUMBER OF ANCHOR BOLTS (SEE SCHEDULE FOR AVG SPACING) 3x< 2x SILL CALL❑UT (WHEN BLANK), 3x SILL WHEN CALLED OUT 2001 CBC SHEAR SCHEDULE - N1_7 CALIFORNIA G O U VI S ENGINEERING * C A L I F O R N I A STRUCTURAL CALCULATIONS FOR A CUSTOM HOME "M & M ENTERPRISES" CITY OF LA QUINTA BUILDING & SAFETY DEFT. JOB NO. 21200 DATE : 09/13/2000 APPROVED REVISED DATE: 04/12/2001 FOR CONSTRUCTIONADDRESS LOT 60 TRACT .28867 LOCATION LA QUINTA, RIVERSIDE COUNTY, CA ARCHITECT JAMES CIOFFI ARCHITECTS DATE BY DESIGN CRITERIA: �`tGE 5s A. CODE: 1997 UBC, WIND: C, 70 MPH; SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH 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 GRADEJOR 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 MONO -POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: SOILS REPORT BY: SLADDEN ENGINEERING 544-0193-00-08-358 08/14/2000 ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUIREMENTS. r NOTICE: USE} RESTRICTIONS OF THESE �C T ONS pp9977�� Z THE ATTACHED CALCULAT ONS ARE VALID A&CM YNG m GINAL y Exp.3/31/05 SIGNATU 5,,,@F SAEED J. sBE.KAM, HEREON. CIVIV SAyEEb J��FrKK M��PRESIDE T/CEO, RCE 38276 �FCAL�F� GOUVIS'ENGINEERING CALIFORNIA EXP. DATE 03/31/2005 GOUVISENGINEERING GROUP OF COMPANIES WITH OFFICESIN: WEB -SITE: WWW.GOUVISGROURCOM 4400 CAMPUS DRIVE, SUITEA. NEWPORTBEACH, CALIFORNIA 92660 " (949)752-1612 • Fax(949)752-5321 2150 E. TAHQUIT7_ CANYON SUITE 9, PALMSPRINGS, CALIFORNIA 92262 • (760)323-5090 • Fax(760)325-2863 FIELD OFFICES ' SAN DIEGO " PLEASANTON • INTERNA770NAL OFFICE: VIETNAM . t.` t Saucunal Calculation Standard TABLE OF CONTENTS Notes Page 2 GE Job #: �ZpQ Client JGA Date: PostTension........................................................................... PTI TOTAL NUMBER OF PAGES �. SHEETS Revisions............................................................................................................ 3 Roof Rafter / Floor Joist Span Tables ............................... :.................................. 4-7 ShearWall Schedule........................................................................................... 8 AnchorBolt Chart. .............................................................................................. 9 PLAN Beams.............................:.................................................... BI -. Lateral Force Analysis................................................................ L 1 -x..38 Foundation............................................................................. Fl - F 3 PostTension........................................................................... PTI TOTAL NUMBER OF PAGES �. Structural Calculation Standard Notes REVISION BLOCK FOR PLAN: Page 3 GEN Job #: a-k?L 0 O Client: 5� �AM Date: qt CD DATE REVISIONS TO BEAD SHEETS DATE REVISIONS TO LATERAL SHEETS DATE REVISIONS TO FOUNDATION SHEETS DATE REVISIONS TO MISCELLANEOUS SHEETS ROOF RAFTER / JOIST SPAN TABLE: DFL NO.2 Swcanal Calculation Standard Notes Page 4 NOTE: TL DFL: L/240 GEC Job #: 2( zoo LL DFL: L/360 client a CA Cargoes Date: °1-Z� FLAT ME SHAKE ME '5LOPE ...........................< 4:12 <4:12 24:12 a4:12 LL/DL 10./6.0 20./15.0 20./18.0 16./11.0 16./18.0 SIZE SPC CLG JST RFT RFT RFT RFT 12 101- 611 8'-1" 7'-11" 8'-11" 8'-2" 2 x 4 16 9'-T' 7'-5" 7'-2" 8'-0" 7'-6" 24 89-4" 6'-5" 6'-2" 7'-0" 69-62- '-6"12 12 161-7)1 12'-10' 12'-6" 13'- 11 12'-11 2 x 6 16 15'-1" 11'-T' 1194" 12'-8" 11'-9" 24 13'-2" 10'-1" 9'-10" 11'-0" 10'-2" 12 21 -I V 16'-10" 16 -5" 18'-5" 17'-0' 2 x 8 16 19'-11" 15'-4" 14'-1l" 16'-8" 15'-5" 24 17'-4" 1394" 13'-0" 14'-7" 13'-6" 12 27'-11" 21'-6' 20'-11" 23'-5" 21'-9" 2 x 10 16 25'-5" 19'-T' 19'-1" 21'-4" 19'-9" 24 22'-2" 16'-9" 16'-1" 18'-7" 17'-2" 12 34'-0" 26'-2" 25'-6' 281-611 26'-6" 2x 12 16 30'-11" 23'-9" 22'-10" 26'-0" 24'-0" 24 27'-0" 19'-5" 18'-8" 22'-2" 19'-8" 12 40'-1" 30'-9" 29'-6" 33'-7" 31'-0" 2x 14 16 36'-5" 26'-8" 25'-6" 30'-2" 27'-1" 24 31'-9" 21'-9" 20'-10" 24'-8" 22'-0" NOTE: A load duration factor of Cd = 1.25 and repetive factor of Cr = 1.15 have been considered. n 4rrp GEC.doc MAXIMUM SPAN TABLE FOR DFL NO.2 FLOOR JOISTS ceruvwvu . Structural Calculation Standard Notes Page 5 GEC Job #: go -0 O Client Date: q 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 I2" LL = 60 psf toad Wi 20 psf LL DFL: L / 360 wt. conc. or 3/4" gyperete I" gyperete gyperete DL =12 psf t�aoconc OTR~ 16 gyperete 6'-2" 6'-2" 6'-0" 5'.-5" gypcmte 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'-10" 6'-10" 6'-9" 6'-8" 5'-11" 5'-8" 16 6'-2" 6'-2" 6'-2" 6'-0" 5'.-5" 4'-I1" 162 5'-1" 5'-1" 5'-1" 5'-0" 4'-5" 4'-1" 24 5'-5" 5'-2" 5'-0" 4'-11" 4'-8" 4'-0" 2 X 6 12 10'-8" 10'-8" 10'-5" 10'-1" 914" 8'-4" 16 9'-9" 9'-3" 9'-1" 8'-9" 8'-3" 7'-2" 162 7'-11" 8'-0" 7'-11" 7'-7" 7'-2" 614" 24 7'-11" 7'-7" 7'-4" T-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" I1'-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" 9'-4" 91-0" 8'-69' 7'-5" 2 X 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'-2" 162. 13'-11" 13'-9" 13'4" 12'-11" 12'-1" 10'-8" 24 I2'-3" 11'-9" 11'-5" 11'.-1" 10'-5" 9'-1" 2 X 12 12 20'-2" 19'-2" 18'-8" 18'-2" 17'-1" 15'-0" 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-10" 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" 1-6.'-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 or 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 ff STANDARD NOTES CALDVM Structural Calculation Standard Notes Page 6 GEC Job #: a a OU Ciie= -5 Date: 01 -Z --GO WHEN USING FLAT CONCRETE TILE FOR ROOFING MATERIAL, PLEASE BE AWARE THE SPAN OF ROOF RAFTERS PROVIDED IN ATTACHED TABLE MEETS ALL STRUCTURAL CODE REQUIREMENTS. HOWEVER, WHEN USED TO MAXIMUM 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' • O" AND 2 X 12 RAFTERS TO 20'-0" MA)UMUK WHEN SPACED AT 16" ON CENTER ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LDA[IT THE DEFLECTION. 1— TYP. R/R SEE PLANS DO NOT NAIL R/R TO WALL 2— DBL TOP PLATE 3— TS22 (1) EACH SIDE AT EACH END OF R/R 4- ROOF E.N. 5— R/R NOT TO BE NAILED TO SHEAR WALL 6— TS22 7— SECTION A SHEAR TRANSFER/CONNECTION DETAIL 6st GEC Structural Calculation Standard Notes, MAXMIUM SPAN TABLE FOR DFL No. 2 FLOOR page 7 JOISTS GEC Job #: ?1' Clier:: CAL - FORWU I 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. At 12" o.c. At 16" ox. At 24" o. c. 2X45'-8" 5'-1" 2X6 8'-11" 8'-2" 6'-11" 2 X 8 11'-11" 10'-6" 8'-10" 2-X10 14'-11" 13'-10" 11'-4" 2X12 18'-3" 16'-7" 13'-9" 2X 14 21'-6" 19'-4" 16'-3" SHEAR WALL SCHEDULE 1997 UBC Structural Calculation Standard Notes Page 8 (Revised 02120/98) GEC Job #: a 1OL, Client: J C&ff0RAV Date: 01,2 - OU 8 16D SILL PLATE NARING (SINKER 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 OR OSB WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 2341-I-1 UBC) 260#/' 4" o.C. 11. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -H -I-1 UBC) 350#/' 3" O.C. 12. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -H -I-1 UBC) ("') 490#/' 3".O.C. 13.. 15/32" STRUCTURAL I PLYWOOD OR OSB WTIH 10d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) (•' •) 665#/' SEE PLAN 14. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH 10d -COMMON NAILS AT 2" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-11-I-1 UBC) 870#/' SEE PLAN •* SHEAR PANEL TYPE 8 SHALL BE APPLIED IN ACCORDANCE WITH ICBG 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 MUD SILL AND AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 12, 13 AND 14. 8 aLTEKNATE TO ANCHOR BOLT SPACING Structural Calculation Siandard Notes Pap: 9 GEC Job #: la a v Client: --:S CA c4uFoR.•c4 Date: Cl--L-,v-00 Spear Force I::- ♦ ANCHOR SOLTIZone 0-3) 518" OANCHOR BOLT(Zone 0-4) SIMPSON MAS ON 2x4'2r6 PTDF SIMPSON MA4 ON 2x4 PTDFuNo SI.NOWN MA6 ON 2x6/3x6 PTDF USP FAI, FA2 ON 2x rW IMF (PLF) Zone 3 Zane 0,1.2 Zone 3.4 Zone 0.1.2 Zane 3,4 Zone 0,1.2 Zone 3,4 Zone 0.11 Zone 3,4 Zone 0.1,2 Zone 3,4 Zone 0,1.2 90 72" n" n" n" n" n" 64" 64" 72" n" 66" 66" 100 72" n" n" n" n" 72" 56" 56" n" 72" 66" 66" 150 64" 64" 72" 72" 56" 56" 32" 32" 48" 48" 66" 66" 175 56" 56" 72" 72" 48" 48" 32" 32" 40" 40" 66" 66" 180 I ;8" j 48" n" 72" 48" 48" 32" 32" 40" 40" 48" 48" 260 ' "' I 32" 48" 48" 32" 32" 16" 16" 24" 24" 32" 32" 350 24" j 24" 40" 40" 24" 24" 16" 16" 16" 16" 24" 24" 490 ! �6"' 16" 32"' 1 24" 16" 16" 8" 8" 16" 16" 16" 16" 600 16"' 16" 24"' 24" 12" 12" 8" 8" 12" 12" 12" 12" 665 12", 12" 24"' 16" N/A 12" 12"' S. 12"' 12" N/A 12" 870 8"' 8" 16"' 16" N/A 8" 8"' N/A 8"' 8" N/A 8" 1330 N A N/A 12"' 12"' N/A N/A N/A N/A N/A N/A N/A N/A 1740 N A N/A 8'.1 8"' N/A N/A N/A N/A N/A N/A N/A N/A I. jx NILL PLATE '_. 3x4 SILL PLATE ALL NfL: D SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1 0 A.B.: 1250(1.5/3)(4/3) = 833 MINIMUM 1-1/2" FROM EDGE OF CONCRETE & PLATE s" m .a.B.: 2795(1.87513.75)(4/3) = 1863 ; MINIMUM 1-7/8" FROM EDGE OF CONCRETE & 1 -in_" FROM EDGE OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997 NDS SECTION 8.2.3 AND TABLE 8.2E. 1 o.-%. B. 2x SILL - 620(4/3) = 827 # 3x SILL - 730(1/3) = 973 # 5 8" 6 A.B. 2x SILL - 89001/3) - 1187 # 3x SILL - 1140(1/3) = 1520 # SIMPSON NL-kSi,MA4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER-443): ML -\S 2x4.2x6 SILL: 720 # ),IA4. Zx4 SILL: 480 # MA -1 .;x4 SILL: 680 # NIA6 2x6. 3x6 SILL: 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FAl/FA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER -3613): FA',.FA2"2x4, 2x6 SILL: 790 R NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'/Z FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. GOUVIS ENGINEERING CALIFORNIA SHEET : `j JOB NO. : 2 �200 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M1 DATE : 0!2/2000 ' ENGINEER: JIM(VER5.50) PRIMARY ROOF LOADING ---------------------------------- Pitch 04.0:12 K = Increase for 'pitch 1.05 RAFT=(2x10 16" OC) x K 3.23 PLYWOOD(5/8" ) x K 1.95 1/2" GYP. BOARD 2.20 Roofing x K 10.54 Misc. 7.08 Total Dead Load (psf) 25.00 Snow Load (psf) 0.00 Live Load (psf) 16.00 Total Load (psf) 41.00 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. CLIENT PLAN NO.: DATE ENGINEER: BEAM NUMBER: 1 TYP HIP AT BATH -4 '8Z . 21200-111 JAMES CIOFFI ARCHIT_r M 09/22/2000 JIM(VER5.50) OVER-ALL LENGTH (FT): 11.50 REACTION AT: 0.00 10.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 11.5' PRIMARY ROOF : 0 PLF= 0.0*(25+16)/2 U 0.00' TO 164 PLF=8.0 *(25+16)/2 @ 11.50' PRIMARY ROOF : 0 PLF= 0.0*(25+16)/2 @ 0.00: TO 164 PLF=8.0 *(25+16)/2 @ 11.50'' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 552/552 1578/1578 UPLIFT. (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 10 DROP BM/HDR *** CRIT MOMENT = 1941 LB*FT Q 5.58' RATIO=0.355(Fb= 1312 S= 49.91) CRIT DEFLTN = 0.044 INCH .Q' 11.50' , CRIT SHEAR = 826 LB Q 9.10' 1.5*SHEAR/Fv*A=0.322(FV=119 A= 32.38) BEAM NUMBER: 2 DROP RIDGE BM AT GUEST OVER-ALL LENGTH (FT): 18.00" REACTION AT: 0.00 18.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 18.0' PRIMARY ROOF : 328 PLF=16.0*(25+16)/2 FROM 0.00' TO 18.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3222/3222 3222/3222 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x'14 DROP BM/HDR *** CRIT MOMENT = 14499 LB*FT @ 9.00' RATIO=0.628(Fb= 1659 S= 167.06) CRIT DEFLTN = -0.469 INCH @ 9.00' BASED ON (L/ 240)= 0.900 CRIT SHEAR = 2775 LB @ 1.25' 1.5*SHEAR/FV*A=0.528(FV=106 A= 74.25) a GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : 83 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 3 RIDGE BM ATOUTDOOR OVERALL LENGTH (FT): 12.50 REACTION AT.: 0.00 12.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.5' PRIMARY ROOF : 328 PLF=16.0*(25+16)/2 FROM 0.00' TO 12.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2175/2175 2175/2175 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 6797 LB*FT @ 6.25' RATIO=0.584(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.304 INCH @ 6.25' BASED ON (L/ 240)= 0.625 CRIT SHEAR = 1856 LB @ 0.92' 1.5*SHEAR/Fv*A=0.501(Fv=106 A= 52.25) BEAM NUMBER: 4 HDR AT DRESSER/GUEST SUITE OVER-ALL LENGTH (FT): 4.25 REACTION AT: 0.00 4.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 4.2' POINTFROM : DOWN=1578 @1.00'(R. OF BM 1) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1249/1249 414/414 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 8 DROP BM/HDR *** CRIT MOMENT— 1239 LB*FT @ 1.00' RATIO=0.341(Fb= 1422 S= 30.66) CRIT DEFLTN = -0.017 INCH @ 1.92' CRIT SHEAR = 1235 LB @ 0.73' 1.5*SHEAR/Fv*A=0.615(Fv=119 A= 25.38) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : 64 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 5 HDR AT GUEST/OUTDOOR OVER-ALL LENGTH (FT): 5.75 REACTION AT: 0.00 5.75 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 5.8' POINTFROM : DOWN=3222 @3.00'(R. OF BM 2) POINTFROM : DOWN=2175 @3.00'(L. OF BM 3) EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 5.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2854/2854 3089/3089 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6.x 10 DROP BM/HDR *** CRIT MOMENT = 8136 LB*FT @ 3.00' RATIO=0.699(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.062 INCH @ 2.92' CRIT SHEAR = 3002 LB @ 4.83' 1.5*SHEAR/Fv*A=0.811(Fv=106 A= 52.25) BEAM NUMBER: 6 SOFFIT BM AT DEN/OUTDOOR OVER-ALL LENGTH (FT): 6.00 REACTION AT: 0.00 6.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.-0' TO 6.0' POINTFROM DOWN=2175 @3.50'(R. OF BM 3) EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 6.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1191/1191 0/0 RIGHT 1554/1554 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 3588 LB*FT @ 3.50' RATIO=0.308(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.030 INCH @ 3.17' CRIT SHEAR = 1467 LB @ 5.08' 1.5*SHEAR/Fv*A=0.396(Fv=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET . 6s JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 7 TYP HDR OVER-ALL'LENGTH (FT): 5.25 REACTION AT: 0.00 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' -TO 5.2' PRIMARY ROOF : 492 PLF=24.0*(25+16)/2 FROM' 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1344/1344 1344/1344 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 8 DROP BM/HDR *** CRIT MOMENT = 1764 LB*FT @ 2.67' RATIO=0.485(Fb= 1422 S= 30.66) CRIT DEFLTN = -0.049 INCH @ 2.67' CRIT SHEAR = 971 LB @ 0.73' 1.5*SHEAR/Fv*A=0.483(Fv=119 A= 25.38) BEAM NUMBER: 8 RIDGE BM AT MASTER BATH OVER-ALL LENGTH (FT): 25.00 REACTION AT: 0.00 12.50, 25.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF_FROM 0.0' TO 25.0' PRIMARY ROOF : 492 PLF=24.0*(25+16)%2 FROM 0.00' TO 25.00' REACTIONS (LBS) LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) 2456/2456 7730/7730 2456/2456' UPLIFT (DL+LL/MAX.) 0/0 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** *** W/ M.:2 -2x6 TRIMMER/STUD CRIT MOMENT = -9663 LB*FT @ 12.50' RATIO=0.567(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.126 INCH @ 19.42' CRIT SHEAR = 3329 LB @ 13.58' 1.5*SHEAR/Fv*A=0.743(FV=106 A= 63.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET %j6 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 9 FL RIDGE BM AT M.BED OVER-ALL LENGTH (FT): 20.00 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 20.0' PRIMARY ROOF 451 PLF=22.0*(25+16)/2 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 4736/4736 UPLIFT (DL+LL/MAX.) 0/0 0.00 20.00 0.00' TO 20.00' RIGHT 4736/4736 0/0 *** USE.GLB 24F V4 8 3/4 x 12 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.500" CAMBER UP @ SPAN(10.01) CRIT MOMENT = 23681 LB*FT @ 10.00' RATIO=0:493(Fb= 2743 S= 210.00) CRIT DEFLTN = -0.752 INCH @ 10.00' BASED ON (L/ 240)= 1.000 CRIT SHEAR = 4203 LB @ 1.12' 1.5*SHEAR/Fv*A=0.200(Fv=300 A=105.00) BEAM NUMBER: 10 HDR AT ftT OF GAMVMY _ OVER-ALL LENGTH (FT): 8.00 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.0' PRIMARY ROOF : 267 PLF=13.0*(25+16)/2 FROM EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 1386/1386 UPLIFT (DL+LL/MAX.) 0/0 0.00 , 8.00 0.00' TO 8.00' 0.00' TO 8.00' RIGHT 1386/138'6 0/0 ***'USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 2772 LB*FT @ 4.00' RATIO=0.430(Fb= 15'00 S= 51.56) CRIT DEFLTN = -0.103 INCH @ 4.00' CRIT SHEAR = 1126 LB @ 7.25' 1.5*SHEAR/Fv*A=0.385(Fv=106 A---41.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET 0 % JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHIT-z PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 11 HDR AT LIV/RM OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00 8.00 - LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.0' PRIMARY ROOF : 759 PLF=37.0*(25+16)/2 FROM 0.00' TO 8.00' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 8.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3414/3414 3414/3414 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 6828 LB*FT @ 4.00' RATIO=0.587(Fb= 1688 S= 82.73) i CRIT DEFLTN = -0.125 INCH @ 4.00' CRIT SHEAR = 2632 LB @ 0.92' 1.5*SHEAR/Fv*A=0.711(Fv=106 A= 52.25) BEAM NUMBER: 12 CEILING BM AT FRT OF FOYER OVER-ALL LENGTH ( FT) :L .�0 REACTION AT: 0.00 4 _ LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 11.0' PRIMARY ROOF : 390 PLF=19.0*(25+16)/2 FROM 0.00' TO 11.00' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 11.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2665/2665. 2665/2665 UPLIFT (DL+LL/MAX.) 0/0 0/0 * * * USE DFL NOl `@"R"'i'9 OP BM/HDR CRIT MOMENT = 7328 LB*FT @ 5.50' RATIO=0.630(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.254 INCH @ 5.50' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 2221 LB @ 0.92' 1.5*SHEAR/FV*A=0.600(FV=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET . e6 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 13 BM AT KITCHEN OVER-ALL LENGTH (FT): 19'.50 REACTION AT: 0.00 19.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0" TO '19.5' PRIMARY ROOF : 513 PLF=25.0*(25+16)/2 FROM 0.00' TO 19.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5180/5180 5180/5180 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 8 x 14 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT:- User Designs Trimmer/Post CRIT MOMENT = 25252 LB*FT @ 9.75' RATIO=0.802(Fb= 1659 S= 227.81) CRIT DEFLTN = -0.702 INCH @ 9.75' BASED ON (L/ 240)= 0.975 } CRIT SHEAR = 4516 LB @ 18.25' 1,.5*SHEAR/Fv*A=0.630(Fv=106 A=101.25) BEAM NUMBER: 14 HDR AT KIT OVER-ALL LENGTH (FT): 8.00 REACTION AT! 0.00 8.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.0' POINTFROM : DOWN=5180 @4.50'(R. OF BM 13) PRIMARY ROOF : 205 PLF=10.0*(25+16)/2 FROM 0.00' TO 8.00' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 8.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3506/35.06 4165/4165 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 12744 LB*FT @ 4.50' RATIO=0.748(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.110 INCH @ 4.08' CRIT SHEAR = 3841 LB @ 6.92' 1.5*SHEAR/Fv*A=0.857(Fv=106 A=-63.25) 4 I GOUVIS ENGINEERING CALIFORNIA (UBC 97 ) SHEET A 9 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 15 EXPOSED BM AT TV/MEDIA OVER-ALL LENGTH (FT): 12.00 REACTION AT: 0.00 12.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.0' PRIMARY ROOF : 533 PLF=26.0*(25+16)/2 FROM 0.00' TO 12.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3314/3314 3314/3314 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 8 x &Y'DROP BM/HDR *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post CRIT MOMENT = 9941 LB*FT @ 6.00' RATIO=0.428(Fb= 1688 S= 165.31) CRIT DEFLTN = -0.169 INCH @ 6.00' BASED ON (L/ 240)= 0.600 CRIT SHEAR = 2715 LB Q 1:08' 1.5*SHEAR/Fv*A=0.444(Fv=106 A= 86.25) BEAM NUMBER: 16 BM AT HALL OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 9.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 9.2'.' POINTFROM DOWN=3314 @5.00'(L. OF BM 15) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1617/1617 1886/1886 UPLIFT (DL+LL/MAX.) 0/0 0/0 ***-USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT =,7835 LB*FT O 5.00' RATIO=0.460(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.087 INCH @ -4.75' CRIT SHEAR = 1864 LB @ 8.17' 1.5*SHEAR/Fv*A=0.416(Fv=106 A= 63.25) 0 GOIIVIS ENGINEERING CALIFORNIA (UBC 97) SHEET 010 JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITI_ PLAN NO.: M_ DATE : 09/22/2000 ENGINEER:.'JIM(VER5.50) BEAM NUMBER: 17 TYP HIP OVER-ALL LENGTH (FT): 9.50 REACTION AT: 0.00 9.50 LOADS (DOWNWARD +) ' BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.5' PRIMARY ROOF : 0 PLF= 0.0*(25+16)/2 @ 0.00' TO 185 PLF=9.0 *(25+16)/2 @ 9.50' PRIMARY ROOF : 0 PLF= 0.0*(25+16)/2 @ .0:00' TO 185 PLF=9.0 *(25+16)/2 @ 9.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 679/679 1264/1264 .UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 2-2 x 12 DROP BM/HDR *** CRIT MOMENT = 2357 LB*FT @' 5.42' RATIO=0.409(Fb= 1094 S= 63.28) CRIT DEFLTN = -0.066 INCH @ 4.92' CRIT SHEAR = 872 LB @ 8.44' 1.5*SHEAR/Fv*A=0.326(Fv=119 A= 33.75) BW NUMBER: 18 STL BENT BM OVER-ALL LENGTH (FT): 18.00 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 18.0' POINT LOAD : @ 9.0(G=10400 ) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT ' 5470/54 0 0/ .'00 , 18.00 S� /rte /✓r --_x f RIGHT 5470/5470 0/0 *** USE PARALLAM5 4 x 18 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6'TRIMMER/STUD CRIT MOMENT = 48015 LB*FT @ 9.00' RATIO=0.844(Fb= 2409 S= 283.50) CRIT DEFLTN = -0.442 INCH @ 9.00' BASED ON (L/ 240,)= 0.900 CRIT SHEAR = 5421 LB @ 1.62' 1.5*SHEAR/Fv*A=0.335(Fv=256 A= 94.50) Title : Job # Dsgnr. Date: Description Scope Re. 510302 + User.KW4ZM.Va5.1.3.22,k-IM. V*W Steel Beam Design Page ' (G 198349 ENERCALC clenercalc513121200.ecw:Calcu=ns Description STEEL BM) DIN. General Information summary Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W10X30 Beam OK Fy 50.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 19.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together ► Right Cant 0.00 It Lu: Unbraced Length 0.00 it Allowable ti Point Loads Moment 50.755 k -ft 01 #2 #3 #4 #5 #6 #7 Dead Load 6.400 18.755 ksi 33.000 ksi k Live Load 4.000 tb / Fb k Short Tenn k Location 9.500 It summary Beam OK Static Load Case Governs Stress Using: Wl OX30 section, Span = 19.00ft, Fy = 50.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 50.755 k -ft 89.303 k -ft Max. Deflection -0.539 in Po : Bending Stress 18.755 ksi 33.000 ksi Length/DL Defl 673.8 :1 tb / Fb 0.568 : 1 Length/(DL+LL Defl) 423.2: 1 Shear 5.485 k 62.820 k tv : Shear Strew 1.746 ksi 20.000 ksi tv / Fv 0.087 : 1 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted - > DL LL LL+ST LL LL+ST Maximum Only Center Center 0 Cants Cants Max. M + 50.75 k -ft 31.75 50.75 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.49 k 3.49 5.49 k Shear @ Right 5.49 k 3.49 5.49 k Center Defl. -0.539 in -0.338 -0.539 -0.539 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.49 3.49 5.49 5.49 k Reaction @ Rt 5.49 3.49 5.49 5.49 k Fa calc'd per 1.5-1, K•Ur < Cc Section Properties W10X30 Depth 10.470 in Weight 30.03 #/ft r-xx 4.385 in Width 5.810in I-xx 170.00 in4 r-yy 1.374 in Web Thick 0.300 in I -YY 16.70 in4 Rt 1.550 in Flange Thickness 0.510 in S-xx 32.474 in3 Area 8.84 int S -YY 5.749 in3 Title : Job 2 Dsgnr. Date: Description Scope I Re. 510302 t L w: KW'0 =. ver 5.1.3.27.Ae11M. vrii32 Page 2 (c* 190-0 Steel Beam Design _ c:lenercalc513121200.eav:Calculations Description STEEL BM AT DIN. Sketch S Diagram " I Y•F�F '• ; .SO 11.40 13.]0 1520 17.10 19.00 70.4 ... _ _ ... _ ...... _ ,.'R,i'• :• -...--- _..__. _ --_'-_ '.__-- -•. k : .: !' � �.� '�`i'+, I�;' 'k�:ru -2.19 329 t(I I P� !'��I,tlj�'1„ Jh''�g'I a 9p,111616�3�,�hiAA,yE"!I .4i�15: 1(�N12 i ' �,� �. - .....__�... !r� --..._..-- — SIEeaE tae N —_ - � loe>aion AbnO A1en,Uer 0y Mrriiz ` `�•�-0 50.75 1.90 3.60 5.70 7.60 _: R.50 11.40 15.30 1520 17.10 19.00 ' 40.60 Rm®E 5A64%Rmax S.465t i3.53 M. Wft SAM VnM ® n = 5.465k 25.38M.-Ps.:� •` b _1. EJ':.''.tlt9 Ei S'?, ox 29.56..pp a 1S' '.r of �„ tr ? EE•- 10.15 � ry : 5 S- , {'`--T_-4�,--1--1• F:-.," 1 9 'r E ..:. c q.I:°- Ben"NOmEei (k -M :.00B M Abno klem0m (61 • �: - .. .'R X47 - 9.00 M,a Ft ', i5 411 PUT' EE i.....s,e �' i ME.1„•— Er.��, 9..��5 .1.'(. r } 5 h ....____._. '4 G Y MIG€ yrj. r i FBI` '*�.' ..f�,..•- ... �: ; S ' PE,.c. ......: HF a. -43 Mmiq Locel Y Deftwon (b7 Location Ab% Heftier 00 3 s G GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 19 TYP HIP -AT GRG OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PRIMARY ROOF : 0 226 PRIMARY ROOF : 0 226 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 15.00 153 21200-111 JAMES CIOFFI ARCHIT_z M_ 09/22/2000. JIM(VER5.50) � � ,PASS 4�iTION AT: 0.00 15.00 PLF FROM 0.0' TO 15.0' PLF= 0.0*(25+16)/2 @ 0.00' TO PLF=11.0*(25+16)/2 @ 15:00' PLF= 0.0*(25+16)/2 @ 0.00' TO PLF=11.0*(25+16)/2 @ 15.00' LEFT RIGHT 1353/1353 2480/2480 0/0 0/0 3 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 7335 LB*FT'@' 8.50' RATIO=0.430(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.261 INCH @ 7.75' BASED ON (L/ 240)= 0.750 CRIT SHEAR = 1977 LB @13.92' 1.5*SHEAR/Fv*A=0.441(Fv=106 A= 63.25) BEAM NUMBER: 20 CEILING BM OVER-ALL LENGTH (FT): 22.00 REACTION AT: 0.00 22.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 22.0' i( POINTFROM : DOWN=2480 POINTFROM : DOWN=2480 @11.00'(R. OF BM 19) @12.00'(R. OF BM 19)' REACTIONS (LBS) LEFT RIGHT i DOWNWARD(DL+LL/MAX.) 2807/2807 3033/3033 UPLIFT (DL+LL/MAX.) 0/0 0/0 �V *** USE PARALLAM 7 x 11 7/8 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post CRIT MOMENT = 28461 LB*FT @ 11.00' RATIO=0.592(Fb= 3504 5=.16.4.52) CRIT DEFLTN = -1.076 INCH @ 11.17' BASED ON (L/ 240)= 1.100 CRIT SHEAR = 2988 LB @ 20.89' 1.5*SHEAR/Fv*A=0.151(Fv=356 A= 83.12) a GOUVIS ENGINEERING CALIFORNIA (UBC 97). SHEET O/If JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) 21 GARAGE DOOR HEADER OVER-ALL LENGTH: 9.25 RCTS AT: .00 9.25 APPLIED LOADS (DOWN +) 1650 AT 4.75 CONC LOAD # 123 AT 0 225.5 AT 4.75 P'TL LOAD #/LF 512.5 FROM 4.75 TO 9.25 P'TL LOAD #/LF 80 UNIF LOAD #/LF REACTIONS (UP +): LEFT: 2328.0 RIGHT: 3195.9 �,I �4fV 4 ****** USE NO2 DFL A3Z***** A= 39.375 S= 73.828 I= 415.283 FV= 95. E=1700000. DF=1.25, CRIT SHEAR = 2640. AT 8.31 1.5*V/(A*FV*DF) _ .•85 SPAN MAX MOM = 8383. FT.LBS AT 4.75 FB=1250. M/(FB*S*DF)= .87 DEFL= -.17 AT 4.75 L/240.= .46 22 GARAGE DOOR HEADER OVER-ALL LENGTH: 9.25 RCTS AT: .00 9.25 APPLIED LOADS (DOWN +) 512.5 UNIF LOAD #/LF 80 UNIF LOAD #/LF REACTIONS (UP +); LEFT: 2740.3 RIGHT: 2740.3 ****** USE NO2 DFL 4X12 ****** A= 39.375 S= 73.828 I= 415.283 FV= 95. E=1700000. DF=1.00 CRIT SHEAR = 2185. AT .94 1.5*V/(A*FV*DF) _ .88 SPAN MAX MOM = 6337. FT.LBS AT 4.63 FB=1250. M/(FB*S*DF)= .82 DEFL= -.14 AT 4.63 L/240.= .46 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET A/5, JOB NO. : 21200-111 CLIENT : JAMES CIOFFI ARCHITE PLAN NO.: M_ DATE : 09/22/2000 ENGINEER: JIM(VER5.50) BEAM NUMBER: 23 TYP HDR AT LIV OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00 8.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 8.0' SECONDARY ROOF 526 PLF=27.0*(19+20)/2 FROM' 0.00' TO 8.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2186/2186 2186/2186 UPLIFT. (DL+LL/MAX.) 0/0 0/0 *** USE DFL 1402 4 x 10 DROP BM/HDR *** CRIT MOMENT = 4372 LB*FT @ 4.00' RATIO=0.801(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.136 INCH @ 4.00' CRIT SHEAR = 1696 LB @ 7.10' 1.5*SHEAR/Fv*A=0.662(Fv=119 A= 32.'38) BEAM NUMBER: 24 BM ABOVE BAR OVER-ALL LENGTH (FT): 12.00 REACTION AT: 0.00 12.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.0' SECONDARY ROOF : 234 PLF=12.0*(19+20)/2 FROM 0.00' TO 12.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1524/1524 1524/1524 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 3 1/2 x 11 7/8 DROP BM/HDR CRIT MOMENT = 4572 LB*FT @ 6.00' RATIO=0.190(Fb= 3504 S= 82. 6) CRIT DEFLTN = -0.121 INCH @ 6.00' CRIT SHEAR = 1241 . LB Q 1.11' 1.5*SHEAR/Fv*A=0.126(Fv=356 A= 41.56) 0 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. CLIENT PLAN NO.: DATE ENGINEER: BEAM NUMBER: 25 RIDGE BM AT GUEST 6)/.:o 21200-111 JAMES CIOFFI ARCHITE M_ 09/22/2000 JIM(VER5.50) OVER-ALL LENGTH (FT): 14.00 REACTION AT: 0.00 14.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.'0' TO 14.0' PRIMARY ROOF : 390 PLF=19.0*(25+16)/2 FROM 0.00' TO 14.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2937/2937 0/0 RIGHT 2937/2937 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 10278 LB*FT @ 7.00' RATIO=0.603(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.325 INCH @ 7.00' BASED ON (L/ 240)= 0.700 CRIT SHEAR = 2482 LB @ 1.08' 1.5*SHEAR/Fv*A=0.554(Fv=106 A= 63.25) BEAM NUMBER: 26 HDR AT GUEST OVER-ALL LENGTH (FT): 3.00 REACTION AT: 0.00 3.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 3.0' POINTFROM : DOWN=2937 @1.00'(L. OF BM 25) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1988/1988 1009/1009 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 1978 LB*FT @ 1.00' RATIO=0.307(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.008 INCH @ 1.33' CRIT SHEAR = 1973 LB @ 0.75' 1.5*SHEAR/Fv*A=0.675(Fv=106 A= 41.25) GOUVIS ENGINEERING JX G. Doti ZIaOJ P1 y � Ii 1 . tP P 3 3 - L 2Op, L�= L ZZy-, S P1 I -P P- t Z074 (P; ZS', . - 2 (4 sl �7122t2 = l2 6 1..2.4 = -71 3 co�vFL (VI -I - Q cG�C� Tis !0 7 7�b U 0 ��,//A/% I.; 9 GOUVIS ENGINEERING CALIFORNIA STUD DESIGN(Ver 2.00) SHEET B Lf UBC -1997 JOB NO 21200-111 CLIENT PLAN NO N,_ DATE 09/22/2000 LOCATION : at liv WIND EXPOSURE C WIND SPEED (MPH) 70 MEAN ROOF HEIGHT (FT) 15.00 COMBINED COEFFICIENT Ce z 1.06 WIND PRESSURE COEFFICIENT Cq 1.20 WIND STAGNATION PRESSURE qs (PSF) 12.54 WIND IMPORTANCE FACTOR Iw 1.00 EXTERIOR STUD(YES/NO) YES LENGTH OF STUD (FT) 11'.00 WALL WEIGHT (PSF) 15.00 PriRf Ld(PLF)(27.Ox25.0/2) 337.51 PriFl Ld(PLF)[ 0.0x(12.0+40.0)/2] 0.00 WIND FORCE(PSF) p = Ce*Cq*qs*Iw =( 1.06)*( 1.20)*(12.54)*( 1.00) 15.96 *** USE :2 X 6 DFL -STUD GRADE AT 16.0" O.C. *** Fb= 700.00 psi Fc= 850.00 psi E = 1400000.00 psi A = 8.25 in 2 S = 7.56 in 3 D = 5.50 in Effective Length le = Ke*l = 1.0*11.00 = 11.00 ft Slenderness ratio le/D = 11.00*(12)/ 5.50 = 24.00 <=50 OK! Load duration factor Cd = 1.60 Bending size factor CF = 1.00 Repetitive factor Cr = 1.15 Compression size factor CF' = 1.00 Kce = 0.30 for Visual Graded Lumber c = 0.80 for Sawn Lumber Fce = Kce * E/(le/D)2 = 0.30 x 1400000.00 / 24.002 = 729.17 psi Fc* = Fc x Cd x CF' = 850.00 x 1.60 x 1.00 = 1360.00 psi, Column stability factor : CFC = [1+ (Fce/Fc*) ] /2c - {[1+(Fce/Fc*)]/2c)2- (Fce/Fc*)/c = {[(1+( 729.17/1360.00)]/(2x0.80)} ,/{[1+( 729.17/1360.00)]/(2x0.80)}2- ( 729.17/1360.00)/0.80 = 0.46 Fe'= Fc x Cd x CF' x CFC = 850.00x 1.60x 1.00x 0.46= 623.57 psi Fb'= Fb x Cd x CF x Cr = 700.00x 1.60x 1.00x 1.15= 1288.00 psi Maximum moment at mid height: M=(ple2/8)(SPACING/12)=[(15.96x121.0)/8](16.0/12)=321.8 ft -lbs Axial load P at mid height : P = [ 337.51 + 15.00 x (11.00/2)] x (16.00/12) = 560.02 lbs fc = P/A = 560.02/ 8.25 = 67.88 psi <= Fce( 729.17) OK! <= FA 623.57) OK! fb = M/S = 321.78x12/ 7.56 = 510.59 psi <= Fb'(1288.00) OK! (fe/Fc' )2 + fb/ [Fb' x (1-fc/Fce) ] =( 67.9/* 623.6)2+ 510.6/[1288.0x(1- 67.9/ 729.2)]=0.449<--10K! Deflection = 0.24 inch = L/ 548 <= L/240(Brittle Finishing) OK! GOUVIS ENGINEERING CALIFORNIA SHEET : L 2 LATERAL ANALYSIS JOB NO. : ?% CLIENT : dames cioffi POURING MONO -PLAN NO.: custom DATE 9-22-2000 SECTION 1 LONGITUDINAL 1ST FLR HT:11.00 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 138.90 PLF TOTAL LOAD, = 138.90 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : DL ROOF=25.00X 58.00 = 1450.00 DL EXT WALL=15.00X 2X(11.00- 5.50) = 165.00 DL INT WALL=10.00X 2X(11.00- 5.50) = 110.00 SHEAR = .143X(1450.00 + 165.00 + 110.00)= 246.43 PLF TOTAL LOAD = 246.43 PLF SEISMIC GOVERNS =_> ROOF: 246.43 PLF ROOF DIAPHRAGM : V=246.43 PLF MAX'SHEAR=246.43X 26.00/(2 X 58.00)=,55.23 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=246.43X 26.00X 26.00/(8 X 58.00)= 359.02 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 2 LONGITUDINAL 1ST FLR HT: 8.00 BLDG HT:13.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5 (.44) (1.00) (1. 00) W/ (1.4X5.5) _ '.143W + SEISMIC ROOF : DL ROOF=25.00X 38.00 = 950.00 DL EXT WALL=15.00X 2X( 8.00- 4.00) = 120.00 DL INT WALL=10.00X 2X( 8.00- 4.00) = 80.00' SHEAR = .143X( 950.00 + 120.00 + 80.00)= 164.29 PLF TOTAL LOAD - 164.29 PLF SEISMIC GOVERNS =_> ROOF: 164.29 PLF ROOF DIAPHRAGM : V=164.29 PLF MAX SHEAR=164.29X 16.00/(2 X 38.00)= 34.59 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=164.29X 16.00X 16.00/(8 X 38.00)= 138.35 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS 1ST FLR HT: 8.00 WIND HEIGHT (FT) : WIND FORCE (PSF) : WIND LD ROOF = TOTAL LOAD = Ry = 5.5 SOIL :. Sd V = 2.5(.44)(1.00) SEISMIC ROOF : POURING SECTION 3 MONO LONGITUDINAL SHEET : L 3 JOB NO. : 0-4x0 CLIENT : james cioffi PLAN NO.: custom DATE : 9-22-2000 15 17.36 156.27 PLF 156.27 PLF Na = 1.00 Ca =.44(1.00) (1.00)W/(1.4X5.5) = .143W BLDG HT:13.00 FT DL ROOF=25.00X 36.00 = 900.00 DL EXT WALL=15.00X 2X( 8.00- 4.00) = 120.00: DL INT WALL=10.00X OX( 8.00- 4.00) = .00 SHEAR = .143X( 900.00 +.120.00 + .00)= 145.71 PLF TOTAL LOAD = 145.71 PLF WIND GOVERNS =_> ROOF: 156.27 PLF ROOF DIAPHRAGM : V=156.27 PLF MAX SHEAR=156.27X 22.00/(2 X 36.00)=,47.75 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=156.27X 22.00X 22.00/(8 X 36.00)= 262.61 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 4 LONGITUDINAL 1ST FLR HT:13.00 BLDG HT:16.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 166.09 PLF TOTAL LOAD = 166.09 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V='2.5(.44)'(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : DL ROOF=25.00X 18.00 = 450.00 DL EXT WALL=15.00X 2X(13.00- 6.50) = 195.00 DL INT WALL=10.00X 0X(13.00- 6.50) _ .00 SHEAR = .143X( 450.00 + 195.00 + .00).= 92.14 PLF TOTAL LOAD = 92.14 PLF WIND GOVERNS =_> ROOF: 166.09 PLF ROOF DIAPHRAGM : V=166.09 PLF MAX SHEAR=166.09X 18.00/(2 X 18.00)= 83.05 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=166.09X 18.00X 18.00/(8 X 18.00)= 373.71 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING MONO SECTION 1 TRANSVERSE SHEET : L 4 JOB NO. : �la0 CLIENT : dames cioffi PLAN NO.: custom DATE : 9-22-2000 1ST FLR HT:11.00 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 138.90 PLF TOTAL LOAD = 138.90 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : , DL ROOF=25.00X 75.00 = 1875.00 DL EXT WALL=15.00X 2X(11.00- 5.50) = 165.00 DL INT WALL=10.00X 3X(11.00- 5.50) = 165.00 SHEAR = .143X(1875.00 + 165.00 + 165.00)= 315.00 PLF TOTAL LOAD = 315.00 PLF SEISMIC GOVERNS'==> ROOF: 315.00 PLF ROOF DIAPHRAGM : V=315.00 PLF MAX SHEAR=315.00X 30.00/(2 X 75.00)=.63.00 PLF' USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=315.00X 30.00X 30.00/(8 X 75.00)= 472.50 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE 1ST FLR HT: 8.00 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF Rx = 5.5 SOIL: Sd. Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : DL ROOF=25.00X 16.00 = 400.00 DL EXT WALL=15.00X 2X( 8.00- 4.00) = 120.00 DL INT WALL=10.00X OX( 8.00- 4.00) _ .00 SHEAR = .143X( 400.00 + 120.00 + .-00)= 74.29 PLF TOTAL LOAD = 74.29 PLF WIND GOVERNS =_> ROOF: 156.27 PLF ROOF DIAPHRAGM : V=156.27 PLF MAX SHEAR=156.27X 25.00/(2 X 16.00)=122.08 PLF, USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=156.27X 25.00X 25.00/(8 X 16.00)= 763.01 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING MONO SECTION 3 TRANSVERSE SHEET L 5 ,,JOB NO. 'alb CLIENT james cioffi PLAN NO.: custom DATE : 9-22-2000 1ST FLR HT: 8.00 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : DL ROOF=25.00X 22.00 = 550.00 DL EXT WALL=15.00X 2X( 8.00- 4.00) = 120.00 DL INT WALL=10.00X OX( 8.00- 4.00) _ .00 SHEAR = .143X( 550.00 + 120.00 + .00)= 95.71 PLF TOTAL LOAD = 95.71 PLF WIND GOVERNS =_> ROOF: 156.27 PLF ROOF DIAPHRAGM : V=156.27 PLF MAX SHEAR=156.27X 36.00/(2 X 22.00)=127.85 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=156.27X 36.00X 36.00/(8 X 22.00)= 1150.68 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:14.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD' = 156.27 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : DL ROOF=25.00X 24.00 = 600.00 DL EXT WALL=15.00X 2X(10.00- 5.00) = 150.00 DL INT WALL=10.00X 0X(10.00- 5.00) _ .00 SHEAR = .143X( 600.00 + 150.00 + .00)= 107.14 PLF TOTAL LOAD = 107.14 PLF WIND GOVERNS =_> ROOF: 156.27 PLF ROOF DIAPHRAGM : V=156.27 PLF MAX SHEAR=156.27X 22.00/(2 X 24.00)= 71.62 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON 'NAILS AT 611,12" OC CHORD FORCE=156.27X 22.00X 22.00/(8 X 24._00)= 393.92 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) 33 GOUVIS ENGINEERLN- G CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) REDUNDANCY FACTOR(FLEXIBLE) Sheet : L- & Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH- Engineer: RCHEngineer: JIM Date :09/22/2000(Ver5.30) P p 2 - 204 rn. x FA. 1.0 <= p <= 1.5 .r„a., : maximum element/story shear ratio AB : area of ground floor(base area) in sq ft = 4903 a Longitudinal direction: P(L) = 2 - 20/(0.13 x 4903) = -0.12 => 1.00 Transverse direction: P(T).= 2 - 20/(0.08 x 4903) = -1.40 => 1.00 * 10/lw = 1.0 A Longitudinal direction Transverse direction Wall Id r Story Wall Id r Story 1 0.03=( 1292x 10/16.00)-27287 1 9 0.03=( 1066x 10/16.00r25195 l 2 0.05=( 3434x 10/24.00)-27287 l 10 0.03=( 767x 10/ 5.50*) -25195 1 3 0.11=( 3088x 10/ 7.00*) -27287 1 11 0.06=( 1518x 10/ 5.50*) -25195 1 4 0.13=( 4226x 10/11.50)=27287 1 12 0.06=( 2480x 10/16.00)-25195 1 5 0.03=( 1379x 10/15.50)-27287 1 13 0.08=( 2119x 10/ 6.00*) -25195 1 6 0.03=( 816x 10/ 9.00*) -27287 1 14 0.05=( 1278x 10/ 5.75*) -25195 1 7 0.04=( 1886x 10/16.00)=27287 1 15 0.07=( 1871 x 10/ 6.00*) -.25195 1 8 0.03=( 828x 10/ 3.50*) -27287 1 16 0.04=( 942x 10/ 8.00*) -25195 1 17 0.06=( 1483 x 10/ 6.00*) -25195 1 18 0.08=( 2081 x 10/ 6.00*)=25195 1 19 0.04=( 926x 10/ 5.50*)=25195 1 a Longitudinal direction: P(L) = 2 - 20/(0.13 x 4903) = -0.12 => 1.00 Transverse direction: P(T).= 2 - 20/(0.08 x 4903) = -1.40 => 1.00 * 10/lw = 1.0 A GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1181 Seismic: 2095 wind 138.9 seismic 246.4 _1L—ROOF 17:0 Wind: 0 Seismic: 1314 wind 0.0 seismic 164.3 ' 2L—ROOF ` 16.0 1 AT SOUTH ELEV EXTERIOR WALL IST FLOOR 1 -POUR Wind 1181 Seismic 4119= 3409+ 710 7. Sheet : L-7 Job No :21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) G'' DRAG POINT �A A A A A 0.0 7 0 25.0 28.0 34.0 37.0 42.5 5Y2651 83.0 i 366 501 617 731 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE A -7 106.0 A `C sl7 D 340 282 XB XiA.7n �® /10� 5.0 18.0 20 2 7 tv 9n )tn Fn /.S 4i 4; 1; G'' DRAG POINT �A A A A A 0.0 7 0 25.0 28.0 34.0 37.0 42.5 5Y2651 83.0 i 366 501 617 731 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE A -7 106.0 ' GOUVIS ENGINEERING CALIFORNIA Sheet : L - FLEXIBLE DIAPHRAGM Job No :21200-111 UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) TOTAL WALL LENGTH = 106.00(FT) TOTAL PANEL LENGTH = 51.00(FT) SHEAR DIAPHRAGM, = 4119/106.00 = '39 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 4119/51.00= 81(PLF)(FLEXIBLE) MAXIMUM DRAG = 731(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' Roof—P 100.0= 25 8.0/2 FROM 0.0' TO 106.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) PANELAU LEFT SIDE : T=-1132(LB) C= 723(LB) NO SIGN. UPLIFT() RIGHT SIDE: T=-1132(LB) C= 723(LB) NO SIGN. UPLIFT() PANEL O LEFT—SIDE : T= 218(LB) C= 1000(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 218(LB) C= 1000(LB) NO SIGN. UPLIFT() PANEL CO LEFT SIDE T= 282(LB) C= 1005(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 282(LB) C= 1005(LB) NO SIGN. UPLIFT() PANEL DD LEFT SIDE : T= 282(LB) C= 1005(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 282(LB) C= 1005(LB) NO SIGN. UPLIFT() PANELEO LEFT : T=-1003(LB) C= 972(LB) NO SIGN. UPLIFT() —SIDE RIGHT SIDE: T=-1003(LB) C= 972(LB) NO SIGN. UPLIFT() 2 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2917 Seismic: 5175 wind 138.9 seismic 246.4 1L_ROOF 42.0 2 AT GALLERY/DEN MIXED WALL 1ST FLOOR 1 -POUR Wind 2917 Seismic 5723= 5175+ 548 Sheet : L- ,9 Job No : 212G I 1 Plan No: M Client : JAMES CIOFFI ARCH Eneineer: JIM Date :0922/2000(Ver5.30) 0.5 8.0 1 13.5 1 O STRAP(1) • STRAP(E) - 0 DRAG POINT A A 22.0 46.0l 0 56.0 64.0 • 235 78 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Sheet : L-10 Job No : 212i.,;)-1 11 Plan No: M Client : JAMES C10FF1 ARC12 Engineer: JIM Date :0922/2000(Ver5.30) TOTAL WALL LENGTH = 64.00(FT) TOTAL PANEL LENGTH = 46.00(FT) SHEAR DIAPHRAGM = 5723/ 64.00 = 89 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 5723/46.00= 124(PLF)(FLEXIBLE) MAXIMUM DRAG = 972(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 110.0= 10 * 11.0' Roof_P 200.0= 25 *16.0/2 FROM 0.0' TO 8.0' Roof—P 150.0= 25 *12.0/2 FROM 22.0' TO 46.0' OVERTURI ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT—SIDE : T= 109(LB) C= 1554(LB) RIGHT SIDE: T= 194(LB) C= 1420(LB) PANEL O LEFT_SIDE : T=-1374(LB) C= 1485(LB) RIGHT SIDE: T=-1374(LB) C= 1485(LB) PANEL D LEFT_SIDE : T= 993(LB) C= 1438(LB) RIGHT_SIDE: T= 993(LB) C= 1438(LB) Use RPAHD22/4x4 on both ends PANEL O LEFT_SIDE : T= 826(LB) C= 1420(LB) RIGHT_SIDE: T= 826(LB) C= 1420(LB) Use HPAHD22/4x4 on both ends 4 NO SIGN. UPLIFT() NO SIGN. UPLIFT() NO SIGN. UPLIFT() NO SIGN. UPLIFT() HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2986 Seismic: 5298 wind 138.9 seismic 246.4 ' 1L—ROOF 43.0 3 AT FOYER/CANMA MIXED WALL 1ST FLOOR 1 -POUR Wind 2986 Seismic 5514--5298+ 215 \ e ✓/ 493 �f J 13.0 / 12 4.5 3* 1 7.0 17.0 O O STRAP(1) 0 STRAP(E) DRAG POINT 4.0 Sheet : L- ( j Job No :21200-111 Plan No: M Client : JAMES CIOFFI ARC1H Engineer: JIM Date' :09222000(Ver5.30) 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 SEE DETAIL INFORMATION ON NEXT PAGE GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2292 Seismic: 4066 wind 138.9 seismic 246.4 ' 1L—ROOF 33.0 4 AT RGT OF DINING MIXED WALL 1ST FLOOR 1 -POUR Wind 2292 Seismic 4226--4066+ 160 O STRAP(() Sheet : L- t Z Job No : 21200-111 Plan No: M Client : JAMES C10FF1 ARCH Engineer. JIM Date :09/22/2000(Ver5.30) • STRAP(E) 0 DRAG POINT Drag Force Analysis 13.0 1 55.0 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 C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice TOTAL WALL LENGTH = 55.00(FT) TOTAL PANEL LENGTH = 8.00(FT) SHEAR DIAPHRAGM = 4226/ 55.00 = 77(PLF) -REDUNDANCYFACTOR: p(L)=1.00 SHEAR = 4226/ 8.00= 528(PLF)(FLEXIBLE) MAXIMUM DRAG = 2728(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 32.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 130.0= 10 * 13.0' Roof—P 100.0= 25 * 8.0/2 FROM 0.0' TO 20.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT_SIDE : T= 6622(LB) C= 7516(LB) (2)HPA35/4x8 RIGHT SIDE: T= 6622(LB) C= 7516(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends For (12"x18"/15"x18") Grade Beam, Add (1 #5/1 #5)'(3.5'/ 3.0') Past Panel E/W 7 \ 1767 538 , J�\ 13 90 355 3S RO • STRAP(E) 0 DRAG POINT Drag Force Analysis 13.0 1 55.0 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 C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice TOTAL WALL LENGTH = 55.00(FT) TOTAL PANEL LENGTH = 8.00(FT) SHEAR DIAPHRAGM = 4226/ 55.00 = 77(PLF) -REDUNDANCYFACTOR: p(L)=1.00 SHEAR = 4226/ 8.00= 528(PLF)(FLEXIBLE) MAXIMUM DRAG = 2728(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 32.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 130.0= 10 * 13.0' Roof—P 100.0= 25 * 8.0/2 FROM 0.0' TO 20.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT_SIDE : T= 6622(LB) C= 7516(LB) (2)HPA35/4x8 RIGHT SIDE: T= 6622(LB) C= 7516(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends For (12"x18"/15"x18") Grade Beam, Add (1 #5/1 #5)'(3.5'/ 3.0') Past Panel E/W 7 GOUVIS ENGINEERING CALIFORNIA Sheet : L -I 3. FLEXIBLE DIAPHRAGM Job No : 21200-1 l 1 UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCI; Engineer. JIM Date :0922/2000(Ver5.30) TOTAL WALL LENGTH = 34.00(FT) TOTAL PANEL LENGTH = 12.50(FT) SHEAR DIAPHRAGM = 5514/ 34.00 = 162 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 5514/11.50= 4r(PLF)(FLEXIBLE) MAXIMUM DRAG = 1952(LB) USE TYPE ?w/ 5/8" DIA. x12" LONG A.B. @ d9!Q" o/c . w L. WASHER(3x SILL PLATE DEAD LOADS: /" Wall 130.0= 10 * 13.0' Roof_P 100.0= 25 * 8.0/2 FROM 0.0' TO 7.0' rl N OVERTURk ANALYSIS UPLIFT(T) DOWIT(C) PANELAU LEFT SIDE : T= 5259(LB) C= 6050(LB) HPA35/4x4 RIGHT_SIDE: T= 5259(LB) C= 605OfLB) HPA35/4x4 Use HPA35/4x4 on both ends PANEL O LEFT _SIDE : T= 5066(LB) C= 5474(LB) HPA?yam RIGHT_SIDE: T= 5066(LB) C= 5474(LB) IV-AVA- Use rpA 3S� . LF roa�etb-o ds �llD �*4 6 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1250 Seismic: 2218 wind 138.9 seismic 246.4 1L—ROOF 18.0 5 AT NORTH ELEV EXTERIOR WALL 1ST FLOOR I -POUR Wind 1250 Seismic 2713= 2218+ 495 Sheet : L- j Job No : 21200-111 Plan No: M Client : JAMES ClOFF1 ARCH Engineer: JIM Date :0922/2000(Ver5.30) 0 DRAG POINT A 0.0 3.0 11.0" 238 A: SIMPSON ST22 (1150 LB) 26.0 33.0 47.5 63.0 Drag Force Analysis ALT (12) # 16d sinker per top plate splice r SEE DETAIL INFORMATION ON NEXT PAGE 8 23 133 I 688 5.5 i 3.5 6.0 10 ``\ 7.0 2.51 , 0 3.0 8.0 7.0 5.0 15.5 0 DRAG POINT A 0.0 3.0 11.0" 238 A: SIMPSON ST22 (1150 LB) 26.0 33.0 47.5 63.0 Drag Force Analysis ALT (12) # 16d sinker per top plate splice r SEE DETAIL INFORMATION ON NEXT PAGE 8 GOUVIS ENGINEERING CALIFORNIA Sheet : L- /•S' FLEXIBLE DIAPHRAGM Job No : 21200-111 UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) TOTAL WALL LENGTH = 63.00(FT) TOTAL.PANEL LENGTH = 30.50(FT) Sr'.AR DIAPHRAGM = 2713/ 63.00 = 43 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 2713/30.50= 89(PLF)(FLEXIBLE) MAXIMUM DRAG = 711(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.•0= 15 * 11.0' Roof—P 187.5= 25 *15.0/2 FROM, 0.0' TO 63.0' OVERTUR' ANALYSIS OPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T=-254(LB) C= 1140(LB). NO SIGN. UPLIFT() RIGHT_SIDE: T=-254(LB) C= 1140(LB) NO SIGN. UPLIFT() PANELO LEFT_SIDE : T=-89(LB) C= 1146(LB) RIGHT—SIDE: T=-89(LB) C= 1146(LB) PANEL O LEFT_SIDE.: T=-1362(LB) C= 1122(LB) RIGHT_SIDE: T=-1362(LB) C= 1122(LB) 9 NO SIGN. UPLIFT() NO SIGN. UPLIFT() NO SIGN. UPLIFT() NO SIGN. UPLIFT() GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) ; Wind: 1250 Seismic: 1314 wind 156.3 seismic 164.3 2L—ROOF 16.0 6 AT LEFT OF GUEST SUITE EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 1250 Seismic 1451= 1314+ 137 Sheet :L- Ib Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) �rAA-Y) oB-,/ //X10 /10\ \ 9.0 % GOMIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Sheet : L- 1-7 Job No :21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer. JIM Date :09/222000(Ver5.30) TOTAL WALL LENGTH = 37.00(FT) TOTAL PANEL LENGTH = 16.00(FT) SHEAR DIAPHRAGM = 1451/ 37.00 = 39(PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 1451/16.00= 91(PLF)(FLEXIBLE) MAXIMUM, DRAG = 471(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 15 * 8.0' Roof—P 100.0= 25 * 8.0/2 FROM OVERTUR ANALYSIS UPLIFT(T) PANEL LEFT_SIDE : T= 139(LB) RIGHT SIDE: T= 139(LB) 0.0' TO 37.0' DOWN (C) C= 824 (LB) C= 824 (LB) NO SIGN. UPLIFT() NO SIGN. UPLIFT() PANEL 0 LEFT_SIDE : T=-14(LB) C= 817(LB) NO SIGN. UPLIFT() RIGHT_SIDE: T=-14(LB) C= 817(LB) NO SIGN. UPLIFT() GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1719 Seismic: 1603 wind 156.3 seismic 145.7 ' 3L ROOF 22.0 7 AT LEFT OF GRG EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 1719 Seismic 1886= 1603+ 283 0 DRAG POINT Sheet : L 18 - Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) i • 207 J 8.0 J i0� 10.0 16.0 7.0 Drag Force Analysis 33.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 33.00(FT) TOTAL PANEL LENGTH = 16.00(FT) SHEAR DIAPHRAGM = 1886/ 33.00 = 57 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 1886/16.00= 118(PLF)(FLEXIBLE) MAXIMUM DRAG = 571(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 15 * 8.0' Roof—P 175.0= 25 *14.0/2 FROM 0.0' TO 33.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T=-698(LB) C= 1077(LB) NO SIGN. UPLIFT() RIGHT_SIDE: T=-698(LB) C= 1077(LB) NO SIGN. UPLIFT() 12 GOUVIS ENGINEERING CALIFORNIA Sheet : L- t7 ll DIAPHRAGM Job No : 21200-111 UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date ' : 09/222000(Ver5.30) TOTAL WALL LENGTH = 36.00(FT) TOTAL PANEL LENGTH = 7.00(FT) SHEAR DIAPHRAGM, = 1719/ 36.00 = 48 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 1719/ 7.00= 246(PLF)(FLEXIBLE) MAXIMUM DRAG = 692(LB) USE TYPE 1§ w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: wall 105.0= 15 * 7.0'. Roof_P 50.0 = 25 * 4.0/2 FROM 0.0' TO 4.0' Roof P 250.0= 25 *20.0/2 FROM 33.0' TO 35.0' OVERTURN ANALYSIS PANEL AO LEFT UPLIFT(T) DOWN(C)J7 : T= 1694(LB) C= 1909(LB) HPAHD /4x4 H // Z z _SIDE RIGHT_SIDE: T= 1694(LB) C= 1909(LB) HP 22/4x4 Use HPAHD22/4x4 on both ends PANELBO LEFT_SIDE : T= 1562 (LB) C= 1875 (LB) HPA.H 2 4x4 1hiZ. RIGHT_SIDE: T= 1610(LB) C= 1875(LB) HPAH 2/4x4 Use HPAHD22/4x4 on both ends 14 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1719 Seismic: 1603 wind 156.3 seismic 145.7 ' 3L—ROOF 22.0 8 AT FRT OF GRG EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 1719 Seismic 1655= 1603+ 53 • STRAP(E) Sheet : L 1-17 - Job No :21206--1 11 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver5.30) 95 666 7.0 3.5 29.0 3.5 DRAG POINT Drag Force Analysis. A: SIMPSON ST22 (1150 LB) SEE DETAIL INFORMATION ON NEXT PAGE 13 6.0 ALT (12) # 16d sinker per top plate splice GOMS ENGMEERING CALIFORNIA FLEXIBLE DIAPHRAGM ' UBC 97(ZONE 4) Wind: 1953 Seismic: 929 wind 156.3 seismic 74.3 ' 2T—ROOF 25.0 9 AT LEFT OF BATH4 EXTERIOR WALL 1ST FLOOR I -POUR Wind 1953 Seismic 1066= 929+ 137 L T A 8.0 X10 16.0 Sheet : L- U Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date ' 0922/2000(Ver5.30) TOTAL WALL LENGTH- 16.00(FT) TOTAL PANEL LENGTH = 16.00(FT) SHEAR DIAPHRAGM = 1953/ 16.00 = 122 (PLF) REDUNDANCY FACTOR: p(T)=1.00 .SHEAR = 1953/16.00= ,122 (PLF)(FLEXIBLE) MAXIMUM DRAG = 0(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 15 * 8.0' Roof—P 100.0= 25 * 8.0/2 FROM 0.0' TO 16.0' bVERTUR,V ANALYSIS UPLIFT (T) DOWN (C) PANEf, LEFT_SIDE T=-179(LB) C= 1061(LB) NO SIGN. UPLIFT() RIGHT_SIDE:-T=-179(LB) C= 1061(LB) NO SIGN. UPLIFT() 15 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2891 Seismic: 1374 wind 156.3 seismic 74.3 2T—ROOF i 37.0 10 AT RGT OF GUEST EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 2891 Seismic 1469= 1374+ 94 • STRAP(E) A: SIMPSON ST22 (1150 LB) 0.3 5.0 Drag Force Analysis SEE DETAIL INFORMATION ON NEXT PAGE 16 Sheet : L- ZL Job No : 21200-111 Plan No: M Client : JAMES C10FFI ARCH Engineer: JIM Date :09=000(Ver5.30) ALT (12) # 16d sinker per top plate splice GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Sheet : L- 23 Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Enaineer. JIM Date :09222000(Ver5.30) 1() TOTAL WALL LENGTH = 17.00(FT) TOTAL PANEL LENGTH = 10.50(FT) SHEAR DIAPHRAGM = 2891/ 17.00 = 170 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2891/10.50= 275(PLF)(FLEXIBLE) MAXIMUM DRAG = 545(LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 15 8.0' Roof -P 25.0 = 25 2.0/2 FROM 0.0' TO 16.5' OVERTUR ANALYSIS UPLIFT(T) DOWN(C) {� 7% PANEL A) LEFT _SIDE : T= 2097 (LB) C='2356(LB) RPATi�Z27`�f9 11 / `,.Qa RIGHT_SIDE: T= 2097(LB) C= 2356(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends PANEL O LEFT _SIDE : T= 2060(LB) C= 2343(LB) HPAHD22/4x4 RIGHT_SIDE: T= 2065 (LB) C= 2326 (LB) HPft#tD22Tlx4 fT7�� Use HPAHD22/4x4 on both ends ` 17 GOUVIS ENGINEERING CALIFORNIA Sheet : L- 24 FLEXIBLE DIAPHRAGM Job No : 21200=1 11. UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCH Wind: 938 Seismic: 446 EngineerJIM wind 156.3 Date :09/22l2000(Ver5.30) seismic 74.3 2T—ROOF 12.0 Wind: 1042 Seismic: 2363 wind 138.9 seismic 315.0 ' 1T—ROOF 15.0 11 AT LEFT OF DEN EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 1979 - Seismic 2898= 2808+ 90 • STRAP(E) A 11 6.0 I1 5.0 5.5 6.5 T 1 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 18 GOUVIS ENGINEERING CALIFORNIA Sheet : L- 2 - FLEXIBLE DIAPHRAGM Job No :21200-111 UBC 97(ZONE 4) Plan No: M Client : JAMES CIOFFI ARCH Wind: 2570 Seismic: 5828 Engineer: JIM wind 138.9 Date :09222000(Ver5.30) seismic 315.0 1T—ROOF 37.0 12 AT INTERIOR INTERIOR WALL 1ST FLOOR 1 -POUR Wind 2570 Seismic 6200=5828+ 373 110 X.16.0 1 357 y 63113.0 6.0 10.0 1 6.0 18.0 8.0 9.0 O STRAP(I) Z DRAG POINT ' 497 - 701 A A A Y2. 1121 64 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE a GOUVIS ENGINEERING CALIFORNTIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Sheet : L- 27 Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09/22/2000(Ver5.30) TOTAL WAIL LENGTH = 73.00(FT) TOTAL PANEL LENGTH = 40.00(FT) SHEAR DIAPHRAGM = 6200/ 73.00 = 85 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 6200/40.00= 155(PLF)(FLEXIBLE) MAXIMUM, DRAG = 1121(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. WK. WASHER DEAD LOADS: Wall 130.0= 10 * 13.0' OVERTURk ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT _SIDE : T= 945(LB) C= 1737(LB) PA28/4x4 RIGHT_SIDE: T= 945(LB) C= 1737(LB) PA26/4x4 Use PA28/4x4 on both ends PANEL O LEFT—SIDE : T= 1495(LB) C= 1792(LB) PA28/4x4 RIGHT SIDE: T= 1495(LB) C= 1792(LB) PA28/4x4 Use PA28/4x4 on both ends PANEL O LEFT_SIDE : T= 1623(LB) C= 2091(LB) PAy28/4x4 O RIGHT_SIDE: T= 1623(LB) C= 2091(LB) ?A28/4x4t;`'irf J Use PA28/4x4 on both ends PANEL O LEFT_SIDE : T= 1261(LB) C= 1756(LB) PA28/4x4 RIGHT_SIDE: T= 1261(LB) C= 1756(LB) PA28/4x4 Use PA28/4x4 on both ends 1 21 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1806 Seismic: 0 wind 138.9 seismic 0.0 A 1T_ROOF 26.0 Wind: 1719 Seismic: 1179 wind 156.3 seismic 107.1 51.0 4T—ROOF 10.5 22.0 Wind: 0 Seismic: 2800 13 at m.batb/m.bed INTERIOR WALL IST FLOOR 1 -POUR Wind 3525 Seismic 4061=3979+ 82 Sheet : L- Z? Job No :21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09/222000(Ver5.30) 2787 1513 239 10.0 /12 12 1 6.0 A4.5 5.5 35.0 STRAP(I) DRAG POINT B C B A 24.4 36.6 51.0 0.0 6.0 10.5 16.0 1283 L1641 .2787 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 SEE DETAIL INFORMATION ON NEXT PAGE 22 1 23 0 GOUVIS ENGINEERING CALIFORNIA Sheet : i..- Z�j - FLEXIBLE DIAPHRAGM Job No : 21200-11 I 1 IA UBC 97(ZONE 4) Plan'No: M _ Client : JAMES CIOFFI AR& Engineer: JIM Date :09/22/2000(Ver5.30) TOTAL WALL LENGTH = 51.00(FT) TOTAL PANEL LENGTH = 11.50(FT) SHEAR DIAPHRAGM = 4061/ 51.00 = 80(PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 4061/11.50= 353(PLF)(FLEXIBLE) • MAXIMUM DRAG = 2787(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 100.0= 10 10.0' Roof—P 50.0 = 25 4.0/2 FROM 0.0' TO 51.0' OVERTURLI ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT SIDE T= 3306(LB) 'C= 3745(LB) HPA28/4x4 RIGHT_SIDE:.T= 3306(LB) C= 3745(LB) HPA28/4x4 Use HPA28/4x4 on both ends PANEL O LEFT SIDE : T= 3358(LB) C= 3762(LB) HPA28/4x4. RIGHT_SIDE: T= 3358(LB) C= 3762(LB) HPA28/4x4 Use HPA28/4x4 on both ends 1 23 0 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1719 Seismic: 1179 wind 156.3 seismic 107.1 ' 4T_ROOF 22.0 14 at rgt of m.bed EXTERIOR WALL IST FLOOR 1 -POUR Wind 1719 Seismic '1278= 1179+ 99" • STRAP(E) A: SIMPSON ST22 (1150 LB) fw 6.3 3.5 A Drag Force Analysis 10.0 1 15.5 Sheet : L- 3 0 Job No : 21200-111 Plan No: M Client : JAMES C10FF1 ARCH Engineer. JIM Date :0922,'2000(Ver5.30) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 15.50(FT) TOTAL PANEL LENGTH = 5.75(FT) SHEAR DIAPHRAGM = 1719/ 15.50 = 111 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 1719/ 5.75= 299(PLF)(FLEXIBLE) MAXIMUM DRAG = 1081(LB) USE TYPE M w/ 5/8" DIA. x10" LONG A.B. @ 40T." o/c MAX. w/PL. WASHER DEAD LOADS• I Wall 150.0= 15 * 10.0' Roof_P 137.5= 25 *11.0/2 FROM' 0.0' TO 15.5''' OVERTUR ANALYSIS UPLIFT (T) DOWN (C) �i?j PANEL `.J LEFT SIDE : T= 2 (LB) C= 33 B) 4x8 RIGHT_SIDE: 97(LB) C= 40(LB) HPAHD22/4x4 e 2/4x8 @ L. & HPAHD22/4x4 @ I. f� 4Q4-�' - 24 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2292 Seismic: 0 wino 138.9 seismic 0.0 IT—ROOF , 33.0 Wind: 0 Seismic: 1800 15 at rgt of kit EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 2292 Seismic 1871= 1800+ 71 • STRAP(E) Z DRAG POINT Sheet : L - Job No :21200-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09222000(Ver5.30) 0.0 12.0 18.0 24.0 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 SEE DETAIL INFORMATION ON NEXT PAGE 25 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Sheet : L - Job Job No :21241 --ill Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :0922/2000(Ver530) TOTAL WALL LENGTH = 24.00(FT) TOTAL PANEL LENGTH = 6.00(FT) SHEAR DIAPHRAGM, = 2292/ 24.00 = 95 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2292/ 6.00= 382(PLF)(FLEXIBLE) MAXIMUM DRAG,= 1719(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SELL PLATE) DEAD LOADS: Wall 165.0= 15 * 11.0' OVERTURk ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT_SIDE : T= 4219(LB) C= 4549(LB) 2 V4R4' RIGHT_SIDE: T= 4219(LB) C= 4549(LB) x8 Use R. i GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 0 Seismic: 0 wind 138.9 seismic 315.0 IT—ROOF 0.0 Wind: 1495 Seismic: 830 16 AT LEFT OF DIN EXTERIOR WALL IST FLOOR 1 -POUR Wind 1495 Seismic 942= 830+ 111 * STRAP(E) �(:A)/ 13.0 10 1 4.0 8.0 4.0 16.0 Sheet : L - Job No :2120-111 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09/222000(Ver5.30) Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 2? GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) 16 Sheet : L - Job Job No : 21Z00-111 Plan No: M Client : JAMES ClOFF1 ARCS Engineer: JIM Date :09/22/2000(Ver5.30) TOTAL WALL LENGTH = 16.00(FT) TOTAL PANEL LENGTH = 8.00(FT) SHEAR DIAPHRAGM = 1495/ 16.00 = 93(PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 1495/ 8.00= 187(PLF)(FLEXIBLE) MAXIMUM DRAG = 374(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 195.0= 15 * 13.0' Roof—P 112.5= 25 9.0/2 FROM 0.0' TO 16.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL F) LEFT _SIDE : T= 1701(LB) C= 2596(LB) HPAHD22/4x4 vilRIGHT_SIDE: T= 1701(LB) C= 2596(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends 28 GOU"S ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2344 Seismic: 1436 wind 156.3 seismic 95.7 3T—ROOF 30.0 17 AT LEFT OF GUEST INTERIOR WALL 1ST FLOOR 1 -POUR Wind 2344 Seismic 1483= 1436+ 47 O STRAP(t) 13 DRAG POINT 0.0 8.8 12.0 18.0 Drag Force Analysis Sheet : L- y Job No : 21200-111 Plan No: M Client : JAMES CIOFFI ARCH Enzineer: JIM Date :0922/2000(Ver5.30) 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 TOTAL WALL LENGTH = 18.00(FT) TOTAL PANEL LENGTH = 6.00(FT) SHEAR DIAPHRAGM = 2344/ 18.00 = 130(PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2344/ 6.00= 391(PLF)(FLEXIBLE) MAXIMUM DRAG = 1563(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 110.0= 10 * 11.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT SIDE : T= 4297(LB) C= 4517(LB) HPA35/4x4 RIGHT_SIDE: T= 4297(LB) C= 4517(LB) HPA35/4x4 Use HPA35/4x4 on both ends 2-8 GOMS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZON1E 4) Wind: 3282 Seismic: 2010 wind 156.3 seismic 95.7 3T—ROOF 42.0 18 AT RGT OF GRG EXTERIOR WALL 1ST FLOOR 1 -POUR Wind 3282 Seismic 2081=2010+ 71 • STRAP(E) 9' DRAG POINT A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) (A 656 11.0 i /13 9.0 6.0 5.0 Drag Force Analysis 20.0 Sheet : L- 3 6 Job No :21200-111 Plan No: M Client : JAMES ClOFFl ARCH Engineer: JIM Date :0922/2000(Ver5.30) ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH = 20.00(FT) TOTAL PANEL LENGTH = 6.00(FT) SHEAR DIAPHRAGM = 3282/ 20.00 = 164 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 3282/ 6.00= 547(PLF)(FLEXIBLE) MAXIMUM DRAG = 1477(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 32.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 165.0= 15 * 11.0' OVERTUR ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 6386(LB) C= 6716(LB) (2)HPAHD22/4x8 RIGHT_SIDE: T= 6386(LB) C= 6716(LB) (2)HPAHD22/4x8 Use (2)HPAHD22/4x8 on both ends For (12"x18"/15"x18") Grade Beam, Add (2 #5/1 #5) (10.0'/ 7.0') Past Panel E/W 29 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 2813 Seismic: 1723 wind 156.3 seismic 95.7 ' 3T—ROOF 36.0 19 AT LEFT OF GRG EXTERIOR WALL IST FLOOR 1 -POUR Wind 2813 Seismic 1852= 1723+ 130 • STRAP(E) Drag Force Analysis A: SIMPSON ST22 (1150 LB) SEE DETAIL INFORMATION ON NEXT PAGE 30 5.0 Sheet : L - Job Job No : 21241,1 Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09222000(Ver5.30) ALT (12) # 16d sinker per top plate splice GOUVIS ENGINEERING CALIFORNIA Sheet : L- oe FLEXIBLE DIAPHRAGM Job No :212 UBC 97(ZONIE 4) Plan No: M Client : JAMES CIOFFI ARCH Engineer: JIM Date :09222000(Ver5.30) TOTAL WALL LENGTH = 16.00(FT) TOTAL PANEL LENGTH = 11.00(FT) SHEAR DIAPHRAGM = 2813/ 16.00 = 176 (PLF) REDUNDANCY FACTOR pM=1.00 SHEAR = 2813/11.00= 256(PLF)(FLEXIBLE) MAXIMUM DRAG = 440(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' OVERTURA ANALYSIS UPLIFT(T) DOWN(C) N Z Z' PANEL LEFT_SIDE : T= 2766(LB) C= 3069(LB) / - RIGHT_SIDE: T= 2766(LB) C= 3069(LB) HPAHD22/4x4 Use '.. HPAHD22/4x8 @ L. & HPAHD22/4x4 @ R. H172 t PANEL O LEFT_SIDE : T= 2766(LB) C=,3069(LB) HPA%ex4 RIGHT SIDE: T= 2766(LB) C= 3069(LB) H D22/ Use HPAHD22/4x4 @ L. & 1HPAHT)22/4x8 @ R. 34 G FOUNDATION ANALYSIS cu�xxu CONTINUOUS FOOTING LOADS TO FOOTING: ROOF = (LJ ) WALL = ( 1 ) FLOOR WT. OF FTG. Sheet: GEC Job #: 2 L G Client: Plan No. Date: 9., 1.Z., 2C V %) (SB) SOIL BEARING = 15b 0 PSF TO BE CONFIRMED PRIOR TO CONSTRUCTION v/�__ CONFIRMED BY SOILS REPORT ( /Utz) 1+� - TOTAL IOhl ) #/FT (W) WIDTH REQUIRED = -7L N USE 12 " WIDE X 12 " DEEP CONTINUOUS FOOTING @ 1 -STORY PORTIONS USE " WIDE X i " DEEP CONTINUOUS FOOTING @ 2 -STORY PORTIONS ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING PMAX=SBXSXW 144 P MAX @ (1 -STORY) = 5�O d V # P MAX @ (2 -STORY) = / # [P ALLOW = P MAX - TOTAL (S/12)] Pos-r 0 S GOUVIS ENGINEERING SHEET : F Z JOB NO. s 2/ Z00 CLIENT : y4M� S PLAN NO. : M DATE DESIGN OF PADS P. RB �Lj - 7730 USE SQUARE x � DEEP W/ ;0, BARS EACH WAY • P - /�y L �'�R�i� - 4$F0 V a • USE SQUARE x 12 DEEP W/ �/ BARS EACH WAY P -s # USE Z./ -9e SQUARE x I2~ DEEP W/ 2 � L BARS EACH WAY P- /�� L�,� s USE 2 �� SQUARE x 12 ~ DEEP W/ 'a •.'1 BARS EACH WAY M DESIGN OF PADS CA100AM P= �'Zy USE _ P= USE Sheet: GEC Job Client JAM a S Plan No. M M Date: 411 t 2 d d v 0 Z- o ✓ SQUARE X 'I Z DEEP W/ 7BARS EACH WAY SQUARE X W/ BARS EACH WAY DEEP P= _ # • USE SQUARE X DEEP W/ BARS EACH WAY P= _ # USE SQUARE X DEEP W/ BARS EACH WAY P— _ USE SQUARE X W/ BARS EACH WAY Tr DEEP