Loading...
9807-186 (SFD) (Structural Calcs)r .ESI/FIVIE, Inc. Structural Engineers Date 11',Oct.- 15th, '99 By : R.R�11:^ 1921 East Carnegie Ave., St. 3 J Santa Ana, California 92705 y Company CANADAY AND CO. Arch't / Designer : . Len Nobel. Address : 17480 E. 17th Street, ' St. 106 Project Name: " THE PALISADES " Tustin, California 92780 E S I/ F M E Job No.: 298-8425-7 Contact : Chris Canaday & Roger Moore Project Eng.: R.R.W. Phone-: (714) 508-4440 : FAX (714) 508-4441 PH.: (949) 261-1811 /Fax 261435o6 Phone Conversation Fx—] Field Meet'g = Meet'g @ Client's =In -House Meeting •y City 'of La Quinta r - Department of Building and Safety , 78495 Calle Tampico La Quinta, CA.' 92253 Job Site: Attn: Roger Moore 47-650 Via Antibes La Quinta, CA. 92253 ph: (760) 771-9636 V I •/ Q - OF GAS-\ " k. Ramon R. Wong, 11, S. E.2345 c.c.: Roger Moore r fax (760) 771-0564 RE: Lake La Quinta ;. Tract. 26152, Phase 4B On October 9th we conducted a field visit with the Ed the framing contractor and proceeded to point out areas that needed his wattention. Upon completion of these items the homes will` be in compliance with the approved set of construction documents . Field observation on the following lots: Lot 60, Plan 3BG, 78-925 Via Trieste: Lot 89, Plan 3ARG, .47-940 Via Opera Lot 61, Plan 4AR, 78-935 Via Trieste: Lot 90, Plan 4A,_47-941 Via -Opera Lot 62, Plan 3AG, 78-945 Via Trieste: Lot 91,_Plan_2B, 47-880 Via Opera Lot 63, Plan 4BR, 78-955 Via Trieste: Lot 92, Plan 4A, 47-850 Via Opera Lot 64, Plan 3B', 78-965 Via Trieste: Lot 93, Plan 3BG, 47-815 Via Opera Lot 94, Plan 3A, 47-845 Via Opera POFESS/pN Lot 95, Plan 4BR, 47=875 Via Opera a N R W q F Lot 96, Plan 3BRG, 47-905 Via Opera 00 Lot 97 Plan 4A 47-935 Via Opera V I •/ Q - OF GAS-\ " k. Ramon R. Wong, 11, S. E.2345 c.c.: Roger Moore r E_:S:: L / F M E,._: Inc... Structural Engineers 1921 East Carnegie Ave., St. 3 J . Santa Ana, California 92705 Company: CANADAY AND CO. Address: 1570 Brookhollow Drive, St. 208 Santa Ana, CA: 92705 Cdiitacty Bob W. Date: Oct, 12, 1999 By: R.R.W. Sheeet 1 of 2. Arch't / Designer: Len Nobel Project Name : THE PALISADES ES I/ F M E Job No.: 8425-07 Project Eng.: R.R.W. Phone:. (714) 751-9151 FAX: (714) 751-9152 PH.: (714) 261-18111 Fax 261-8506 aPhone Conversation a Field Meetg =Meetg @ Clients =In -House Meeting MEMO - Page 1 of 2 Field meeting on October 10th, 1999. PLAN 3GR/ LOT 89: TYPICAL COMMENTS FOR ALL PLAN 3. Dining Room: ADD holdown retrofit for missing HPAHD22 . Guest Room: ADD 2x4 choakers at apex of hips ( two locations ) Kitchen/Bath 1: ADD 2x4 choakers at apex of hips. GARAGE: ADD 2x4 choakers at hip/apex and shim top of 4x4 garage door posts. PLAN 4%A/ LOT 90: TYPICAL COMMENTS FOR ALL PLAN 4. . Dining Room: ADD 2x at rear of Dining Room for full bearing. Kitchen/Bath 1: ADD 2x4 choakers at apex of hips. Den/Bedroom4 & BED3/Garage: ADD (2) 2x4 diag. BED4 and (5) 2x4 diag. @ BED3. PLAN 2B/ LOT 91: Kitchen & Bath2 : ADD 2x4 choakers at apex of hips. Garage: ADD (2) 2x4 full height at front of garage. Garage: Extend_ plywood,toX-1 1 ". Also, shim. top. of post. PLAN 4A/ LOT 92: ( see comments of Lot 90 ) Kitchen: ADD 2x4 blk for brg (1 bay) Den/Bedroom4 & BED3/Garage: ADD (2) 2x4 diag. BED4 and (5) 2x4 diag. @ BED3. Garage: ADD shim at top of plate. PLAN 3BG/ LOT 93: ( see comments of Lot 89 ) BED2: Add '/i' plywood lid with 8d's 3:12 to transfer shear from near truss to shear wall. GARAGE: Prevent front fascia from rotating forward w. 2x4 at front shelf. ADD shims at top of 4x4 posts supporting 4x garage door header. PLAN 3A/ LOT 94: . ( see comments of Lot. 89 ) Garage: ADD edge nailing to bottom of header at detail UD2 at both ends of garage door header. 4 4 PROJECT: Structural Calculations' for CANADAY--& COMPANY on "THE PALISADES" to be built at La Quinta, California. PLAN 4 Date: Client : February 19, '1998. CANADAY & COMPANY Revisions': Client Job No.' Shipped : EdUL 01 199 Job No. .298-8425 1921 EAST CARNEG/E AVENUE, ST. W, SANTA ANA, CALIFORNIA 92705-0055 Ph: ( 714) 261-1811 Fax ( 714) 261-8506 M' LOAD CONDITIONS ROOF: Wd.Shake 1 Slope ❑ 4:12 Live Load Roof Mt'I Built -Up Sheathing Roof Rafters Ceiling Joist Drywall Miscellaneous Total D.L. Total LOAD 16.0 psf 4.0 12.0 psf ESI/FARE, Inc. STRUCTURAL ENGINEERS Rock 2 0 3:12 20.0 psf 6.0 1.5 1.5 1.5 2.5 1.0 14.0 psf 28.0 psf 34.0 psf Tile 3 114:12 16.0 psf 10.0 1.5 1.5 1.5 2.5 1.0 18.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR' STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified . contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3.7he drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. FLOOR : Sheet . CZ Date FEB 2 71999 JN. ®4 25 w/o Conc. w/ Conc. Live Load 40.0 psf 40.0 psf D. L. of F. F. 5.0 15.0 Sheathing 1.5 1.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D. L'. 12.0 psf 22.0 psf Total Load 52.0 psf 62.0 psf LOAD CONDITIONS: DATE: 0 Init.: CO SHTS: PROJECT DESCRIPTION: P4: Plan 4 -"THE PALISADES" / CANADAY & CO. La Quinta, California. PROJECT ENGINEER: R.R.W CALCS BY: K.L.S. DATE 2-19-98 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: - FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: OA SHTS: DATE: Init.: BO SHTS: DATE: Init.: CO SHTS: DATE: Init.: D� SHTS: DATE: Init.: E SHTS: DATE: Init.: C F > SHTS: DATE: Init.: ESI/FME, Inc. �p F E SS/Oti Structural Engineers (This signature is to be a wet signature not a copy.) APPROVED BY: w $ b m rt Exp• x pF DATE: QUL 01 1996 s� ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION —.__ _. _.. —. In all cases calculations will supersede this desian criteria sheet. Sheet DateFEB® 2 7 19SO JN. ®4 uougias mr—Larcn —I �J"/o max. moisture content. Lumber: #2/#1 2x4 #2: Fb=1315/1510 psi; Fv=95 psi 4x6;4x8 : Fb=1140/1300 psi; Fv=95 psi 2x6 #2: Fb=1140/1310 psi; E=1.6 E6 psi 4x10 :. Fb=1050/1200 psi; E=1.6 E6 psi 2x8 #2: Fb=1055/1210 psi; 4x12 : Fb= 965/1100 psi 2x10 #2: Fb= 965/1105 psi; 4x14;4x16: Fb= 875/1000 psi 2x12 #2: Fb= 875/1005 psi; Lumber: #1 / S.S. 2x14 #2: Fb= 790/ 905 psi; 6x10: Fb=1350/1600 psi; Fv=85 psi It is recommended that lumber be free of heart center. 6x12: Fb= 1350/1600 psi; E=1.6 E6 psi Glued Laminated Beams: Douglas Fir—Larch PARALLAM PSL 2.0 E Ind. App. Grade: Fb=2400 psi; Fv=165; E=1.8 E6 psi Fb=2900 psi; Fv=290 psi; E=2.0 E6 psi MICROLLAM LVL M=L: Fb=2600 psi: Fv=285 psi: E=1.8 E6 psi 1. Drypack shall be composed of one part Portland Cement to not more than three parts si 2. All structural concrete...................................................fc = 3000 psi All slab—on—grade/continuous footings/pads ...........f'c = 2500 psi All concrete shall reach minimum compressive. strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded -wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping of 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'—Ou. This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be .as follows, U. N.O.: A. Poured against earth ...................................... 3" B. Poured against form below grade ................. 2" C. Slabs on grade (from top of slab) ................. 1" D. Columns and beams to main bars ................ 2" 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings",.AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All,steel exposed to weather shall be hot—dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers. See architectural drawings for finishes (Nelson studs 1/2u x 3" CPL may replace bolts). 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. , 3. All'cells with steel are to be solid grouted, except retaining walls where all cells are to be solid grouted. • ESI/I=ME, Inc. STRUCTURAL, ENGINEERS Sheet n.JEB 2 7 19S8 I JN. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1994 Uniform Building Code) (rev. 10/26/95) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists,. U.N.O. D. Provide 4x or 2-2x members under shear walls on floor joists. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post minimum. F. All hardware is to be Simpson Strong—Tie'" or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineer's review. H. All exterior walls are to. be secured with 1/2' diameter x 10" anchor bolts @ 72" o.c., U. N.O. (WS1270 Ramset/Redhead may be used in lieu of anchor bolts). I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases.. Recommend Ramset/Redhead 15168D @ 24" o.c. U.N.O. J. All conventional framed portions of structure are to be constructed per section 2317-2326 of the Uniform Building Code, U.N.O. K. All nailing is to be per table 23-1—Q of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O FRAMING NOTES LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6:5" Sole Plate Screws at 8 "% SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "% SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 ; 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 40o/c SPN3 : 16d Sole Plate Nailing at 30o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 1/2"o x 10" Anchor Botts at 64"% 2—#4 : Provide a total of 2—#4 at top & 2—#4 at AB56 : 1/2"o x 10" Anchor Botts at 56"o/c bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"% 3—#4 : Provide a total of 3—#4 at top & 3—#4 at AB40 : 1/2"o x 10" Anchor Botts at 40"% . bottom of footing, 3' past posts. AB32 : 1/2"o x 10" Anchor Bolts at 32"o/c 4—#4 : Provide a total of 4-#4 at top & 4—#4 at AB24 : 1/2"o x 10" Anchor Botts at 24"o/c bottom of footing, 3' past posts. AB16 : 1/2"o x 10" Anchor Botts at 16"o/c HD2A : 1 Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 8"o/c HD5A : 1 Simpson HD5A per post. AB24X: 1/2"o x 120 Anchor Bolts at 24"% HD6A : 1) Simpson HD6A per post. AB16X: 1/2"o x 120 Anchor Bolts at 16"o/c HD8A : (1) Simpson HD8A per post. AB8X : 1/2"o x 12" Anchor bolts at 8"o/c HD10A: (1) Simpson HD10A per post. 2AB : (2) 1/2"o x 10" Anchor Bolts HD14A: 1 Simpson HD14A per post. 3AB 3 1/2"o x 10" Anchor Bolts HD20A: 1 Simpson HD20A per post. 2ABX : (2) 1/20o x 12" Anchor Bolts HPA 1) Simpson HPAHD22 per post. 3ABX ; (3) 1/2"o x 12" Anchor Bolts HPA2P: (1) Simpson HPAHD22-2P perost. 2ABXX : 2 3/4"o x 12" Anchor Bolts MTT28B:- 1 Simpson MTT28B per post. "THE PALISADES". i La Quinta, California ESI/FME, In.c. STRUCTURAL ENGINEERS ana av & Co.. PLAN 4 Sheet S Date JN. 298-842 O. Header @ Rear of Nook: Length = 6.25 ft. w: Roof _ ( 34 psf ) ( 24.5/2 + 1.) = 450.50 plf - Wall - ( 14 psf) ( 2.5 + 0) - - 35.00 Floor, = ( 52 psf) ( 0 +0) = 0.00 D. L. of Beam .... . . . . . . 15:00 W = 500.50 ,plf Fb = 1140 psi. M = 2443.8 ft -Ib = 29.33 in -k. S = Moment 1.000 Fb = 25.7 in ^3 Reactions. Fv = 95 psi d = 7.25 in *R = 1564 lbs V= w(U2-d)= 1261.7. lbs. A= 1.5 V / 1.000 Fv = 19.9 in^2 Reqd Sec Properties: Pr.Vd * S = 25.72 in^3 30.66 Allow defl = L / . .360 = 0.21 in *A = 19.92 in^2 .25.38 E = 1.6 x 10^6 psi * I = 51.55 in^4 111.15 1=5*w*L^4 / 384*E*d= 51.5 in^4 Estimated defl'= 0.097 in. U S E 4 x 8 W.C.D.F. , 2 ZO Beam @ Rear of Covered Patio_ Length= 19.5 ft. w: Roof = ( 34 psf ) ( +6/2 + 1) _ 136.00 plf Wall = ( 10 psf) { 0 + 0) - 0.00 Floor = ( 52 psf) ( 0 + 0) = 0.00 D. L. of Beam .. . . . ... . . . . . . = 20.00 W 156.00 plf Fb = 1350 psi. M = 7414.9 ft -Ib = 88.98 in -k S = Moment 1.000 Fb = 65.9 in^3 Reactions: Fv = .85 psi d = 11.5' in *R = 1521 lbs V= w (L/2 -,d).= 1371.5" lbs. A = 1.5 V. / 1.000 Fv = 24.2 in^2 Reqd Sec Properties: Prov'd * S = 65.91 in^3 121.23 Allow defl = L / 360 _ 0.65 in * A = 24.20 in^2 63.25 . r� E _ 1.6 x 10^6 psi * I = 487.99 in^4 697.07 1=5*w*L^4 / 384*E*d= 488.0 In^4 Estimated defl = 0.455 .in. U S E 6 x 12 W.C.D.F. 1 file: 8425P461.WK4 "THE P ESI/FME, Inc. STRUCTURAL 'ENGINEERS ALISADES" . I Canaday W Go. Sheet (0 2-19-98 Date JN: 298-849A. La Quinta, California - PLAN 4 OHeader @ Rear of Family: Length = 8.5 ft. w: Roof = ( 34 psf) ( 44/2- + 0) = 748.00 plf - Wall - ( 14 psf) { 2.5 +, 0) - - 35.00 Floor _ ( .52 psf) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . = 20.00. . w = -803.00 plf Fb = 1000 psi. M = 7252.1 ft -Ib = 87.03 in -k S = Moment 0.989 Fb = 88.0 in^3 Reactions: Fv = 95 psi d= 13.25 in *R = 3413 lbs V =. w (L/2 - d) = 2526.1 lbs. A= 1.5 V / 0.989 Fv = 40.3 in^2 Reqd Sec Properties: Prov'd * S = 87.99 in^3 102.41 Allow defl =.L / 360 0.28 in * A = 40.33 in^2 46.38 E _ 1.6 X 10^6 psi * I = 208.04 in^4 678.48 1=5*w*L^4 / 384*E*d= 208.0 in ^4 Estimated defl"-- 0.087 in. U S E 4 x 14 W.C.D.F. 1 A L T 3.5 x 9.5 PARALLAM, PSL 2.0E OHeader @ Rear of M. Bdrm.: Length = 8.25 ft. W'. Roof = (. 34 psf) ( 44/2 + 1) _ 782.00 plf Wall - ( 14 psf) ( 2.5 + 0) - 35.00 U Floor = ( 52 psf) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . = 20.00 y W, = 837.00 plf Fb = 1000 psi.. M = 7121 ft -Ib = 85.45 in -k S = Moment 0.989 Fb = 86.4 in^3 Reactions: Fv. = 95 psi d= 13.25. in *R = 3453 lbs V = w (L/2 - d) = 2528.4 lbs. A = 1.5 V / ..0.989 Fv = 40:4 in^2 Reqd Sec Properties- Prov'd * S = 86.40.in^3 102.41 Allow defl = L / 360 E _ 1.6 x 10^6 = psi 0.28 in *A = 40:36 in^2 * I = 198.28 in^4 46.38 678.48 1=5*w*L^4 / 384*E*d= 198.3 in^4 Estimated defl = 0.080 in. U S E 4 x 14 W.C.Q.F` 1 file: 8425P4B2.WK4 ALT 3.5 X 9.5 PARALLAM PSL 2.0E "THE PALISADES / La Quints California ,ESI/FME, Inc. STRUCTURAL ENGINEERS av Sheet 2-19-98 Date JN. 298-842 PLAN 4 OHeader @ Rear of Bath 2: Length = 5.25 ft. w: Roof = ( 34 psf) ( 44/2 + -1.) _ 782.00 plf ::<:< , Wall - ( 14 psf) (2.5 + 0) - 35.00 Floor = ( ' 52 , psf) ( 0 + 0) = 0.00 D.1. of Beam . . . . . . . ... . . . = 15.00 w _ '832.00 plf Fb = 1050 psi. M = 2866.5 ft -Ib = 34.4 in -k S = Moment 1.000 Fb = . 32.8 inA3 Reactions: Fv = 95 psi d= 9.25 in *R = 2184 lbs V= w (L/2 - d) = 1542.7 lbs. A = 1.5 V / 1..000 .Fv _ 24.4 in^2, Regd Sec Properties: Prov'd " S = 32.76 in^3 49.91 Allow defl = L./ 360 0.18 in *A = 24.36 in^2 32.38 E= 1.6 x 10^6 psi * I = 50.79 in^4 230.84 1=5*w*L^4 / 384*E*d= 50.8 in^4 Estimated deft= 0.039 in. U S E 4 x 10 W. C. D. F. 1 O 2 -CAR GARAGE DOOR HEADER: Length = 16.5 ft. w: Roof_ _ ( 34 psf) ( +8/2 + 1) _ .170.00 plf << iv € Wall _ ( 14 psf) ( 2.5 + 0) = 35.00 Floor = ( 52 psf) (. 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . = 15.00 w 220.00 plf Fb = 1000 psi. M = 7486.9 ft -Ib = 89.84 in -k S = Moment 0.989 Fb -- 90.8 in^3 Reactions: Fv = 95 psi d= 13.25 in *R = 1815 lbs V= w (L/2 - d) _ . 1572.1 lbs. A = 1.5 V / 0.989 Fv = 25.1 in^2 Regd Sec Properties: Prov'd * S = 90.84 in^3 102.41 Allow defl = L / 360 _ 0.55. in *A = 25.10 in^2 48.38 E = 1.6 x 10^6 psi I=5*w*L^4 / 384*E*d= 416.9 in^4 * I = 416.93 in^4 Estimated defl = 0.338 678.48 in. U S E 4 x 14 W.C.D.F. 1 file: 8425P4e3.wK4 A L T 3.5 x 11.9 PARALLAM, PSL 2.0E M� • 1U1 "THE P ESI/F11AE, Inc. STRUCTURAL ENGINEERS NLISADES". / Canadav & Co.. La Quinta, California Sheet 2-19-98 Date JN. 298-842 file: 8425P4B4.WK4 Fb = 1050 psi. M = 1986.9 ft -Ib = 23.84 in -k S =' Moment 1.000 Fb . _ 22.7 in. ^3 :Reactions: Fv = 95 psi d= 9.25 in *R = 935 lbs V = w (L/2 - d) _. 765.4 lbs. A = 1.5 V / 1.000_ Fv .= 12.1 in^2 Reqd Sec Properties: Prov'd * S = 22.71 in^3. 49.91 Allow defl = L-/ 360 = ' 0.28 in *A = 12.09 in^2 32.38 E = 1.6 x 10^6 psi. * I = 57.00 in^4 230.84 1=5*w*L^4 / 384*E" d= 57.0 in^4 _. ' Estimated defl"-- 0.070 in. U S E 4 x 10 W. C. D. F. 1 O8 Beam @ Front of Porch: Length = 15 ft. w: Roof = ( 34. psf) ( +5/2 + * . 1 _ 119.00 plf Wall -( 14 psf)( 0 + _) 0 )- .0.00 ` Floor = ( 52 psf) ( 0 + 0) = 0.00 .D. L. of Beam . '. = 15:00 w = 134.00 plf Fb = 1100' psi. _ M = 3768.8 ft -Ib = 45.23 in -k S Moment 1.000 Fb. = 41.1 in^3 Reactions: Fv = 95 psi d= 11.25 in, *R = 1005 lbs V= w (L/2 - d) = 879.4 lbs. A = 1.5 . V / 1.000 Fv = 13.9 in^2 Reqd Sec Properties: Prov'd * S = . 41.11 in^3 73.83 Allow defl = L / 360 _ . 0.50 in ' : * A _ 13.88 in^2 39.38 E = 1.6 x 10^6' psi. * 1 190.79 in^4 415.28 1=5*w*L"4 / 384*E*d= 190.8 in^4 Estimated defl = 0.230 in. U S E 4 x 12 - W.C.D. F. 1 file: 8425P4B4.WK4 Sheet Date 2-19-98 JN. 298-842 La Quinta, California PLAN 4' OHeader- @ Front of Living: Length= 8.25 2 ft. WI: Roof = ( 34 . psf ) ( 24.5/2 + 1 ) = 450.50 plf Wall, 14 psf) ( 2.5 + 0) — 35.00 Floor. _ ( 52 psf ) ( 0 + '0 ) = 0.00 D. L. of Beam : '. = 15.00 w = 500.50 plf Fb = 1050.psi. M = 4258.2 ft -1b = 51.1 ;in -k S = , Moment 1.000 Fb . _ 48.7 in^3 Reactions: Fv = 95, psi d= - 9.25 in *R = 2065 lbs V= w(L/2-d)=' 1678.8 lbs. A = 1.5 V / 1.000 Fv _ 26.5 in^2 . Regd Sec Properties: Pro�a * S = 48.66 in^3 49.91 Allow deft = L / 360. _ 0.28 in ' *A _ 26.51 in^2 32.38 E 1.6 x 10^6 psi * 1 118.56 in^4 230.84 1=5*w*L^4 / 384*E*d= 118.6 in^4 Estimated deft = 0.141 in. U S E 4 z 10 W. C. D. F. 1 file: 8425P4B5.WK4 Sheet d Date JN. La Quinta, California PLAN 4 LATERAL ANALYSIS Wind Load . = 70 mph/ Exp. C ) = 1.13 'x' 1.3 x 12.6 = 18.5 psf Seismic: v = Z * I * C / R % 0.40,* , 1.0 * 2.75 / 6 _. 0.1833 UBC 1628.2.1 LONGITUDINAL:. @ House Wind: = 18.5 psf)( 18 - 4.5) = 250 plf for Wind Loads. Seismic: Roof = 18 psf)( 49+2 ) = 918 Parallel Wall = ( 14 psf)(.14-4.5 93 /' 58 ) = 213 10 psf)( 94.5 * 44*3 / 58 ) _ 102 Perpen Wall .= ( 14 psf)( 9 - - 4.5 )( 2) = 126 _ ( 10 psf)( 9. • 4.5 )( 2) _ 90. /1\ ` Floor— 12, psf)( .1.0-y _ 0 1450 x( 0.1833 )= 266 plf Controlling Lateral Force: r 266 plf (S ) TRANSVERSE: @ House Wind: = 18.5 psf)( 15 - 4.5) _ , 194 plf for Wind Loads. Seismic: Roof = 18 psf)( 58+2 ) _ 1080 Parallel Wall _ ( 14 psf)( 9-4.5 * 85.5 / 49) = 110 _ ( 10 psf)( 9-4.5 * 58*2 / 49) _ 107 Perpen Wall = ( 14 psf)( - 4.5 )( 2) = 266 _ ( 10 '14 psf)( 9 - 4.5 )( 3) = 135 ----> Floo— 12 psf)( 0) _ 0 1697 x( 0.1833 )_ 311 plf ...Controlling Lateral Force: 311 plf (S .) ESI/FME, Inc.. STRUCTURAL ENGINEERS ana ay & uo. , Sheet 2-19- Date - -Date 298-842 JN. La Quinta, California ' PLAN 4 LATERAL ANALYSIS .Wind Load . = 70 mph/ Exp. C ) _ ' ` 1.13 x 1.3 x 12.6 = 18.5 psf Seismic: v = Z * I * C / Rw = 0.40 *1.0 " 2.75./ 6 . _ 0..1833 UBC 1628.2.1 LONGITUDINAL: @ Garage Wind: . . . . 18.5 psf)( 18 - 4.5.) _ N / A plf for Wind Loads. Seismic: Roof = 18 psf)( 15.5+1 ) = 297 Parallel Wall = ( 14 psf)( +9/2 * 15.5' / 30) = 65 _ ( 10 psf)( 9-4.5 0 / 30) = 0 Perpen Wall = ( 14 psf)( 9 - 4.5 1-) = 63 _ ( 10 psf)( 9 - 4.5 )( 1. )` ._ 45 /1\ Floor— ( -12 psf)( '0 F0 470 x( 0.1833 )_ 86 'plf ...Controlling Lateral Force: 86 plf (S ) TRANSVERSE: @ Garage . Wind: . . . = 18.5 psf)( 12 - 4.5) _ 139 plf for Wind Loads. Seismic: . Roof = 18 psf)( 30.5+2) = 585 Parallel Wall = ( 14. psf)( 9-4.5 * 30.5 L 15.51) _ 124 10 psf)( 94,5 * 30.5 / 15.5) = 89 - Perpen Wall =.( 14 psf)( 9*- .'4.5 )( 2) _ . 126 _( 10 psf)( 9- 4.5 )( .0 )_ 0 ----> Floo— 12 psf)( 0) _ 0 924 A 0.1833. )= 169 plf ...Controlling Lateral Force: 169 plf (S ) VERTICAL: Sheet Z Date Lit 2 7 JN. 13442 LATERAL, SHEAR NOTES ( rev. 6 / 97 ) (1994 UBC; SEISMIC ZONES 3 & 4) FRAMING MEMBERS DOUG FIR -LARCH Ile o.c. 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d c000ler nails @ 7" o.c. at edges & field at face layer......................................................... 125 pif - 2 . —1/2" Drywall with 5d cooler nails @ T' o.c at edges and field. (Table 254 UBC) ........................................................ 50 plf 3 — 5/8" Drywall with 6d cooler nails @ 7" ox at edges and field. (Table 254 UBC) ........................................................ 58 plf 4 —12" Drywall with 5d cooler.nails @ 4" do at edges and field. (Table 25-I.UBC)..........::............................................ 63 plf . 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) .....................................:.............. 73 plf 6 —12" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) .................. ........................... 75 plf 7 — 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) ........:.................................. 88 plf 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 5' o.c. at top and bottom plates, edges -of shear wall, and field. (Table 254 UBC):.:.........'........................................................... 180 plf 9 — 7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6"• o.c. at field. (ICBO report No. 1254, or equal) .............................. 260 plf 10 — 3B" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 17'o.c. @ field. (Table 23-1-K-1 UBC)........ 260 pff 11 - 3/8" Wood Structural Panel w. 8d common nails @ 4" ox @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC)........ 380 plf 12 — 3B" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23 -I -K-1 UBC)........ X490 plf 13 — 3B" Wood Structural Panel w. 8d common nails @ 7' o.c @ edges & 17o.c. @ field. (Table 23 -I -K-1 UBC)'........ 640 plf 14 —12" (or 15/32") Wood Structural Panel with 10d common nails @ 7' o.c at edges and 17 o.c. at field (Table 234-K-1 UBC)......................................................................................................................:......................... 770 plf 15 —12" (or 15132") Structural I Wood Panel with 10d common nails t r ox at edges and 17' o.c. at field (Table 23-1-K-1 UBC).................:.........:................................................................................................................... 870 plf NOTES: a., Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing. Laboratories ( this includes OSB) These values are for Doug -Fir Larch or Southern Pine; other lumber species may differ in shear capacities. b. Provide 3x blocking at horizontal plywood panel joints with edge nailing of 2" o.c. Provide 2x blocking otherwise. c. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. d. Where nails are spaced at 2" o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23-1-J-1 and 23 -I -S-1 UBC). ROOF: JOIST SPACING < 24" o.c.:15132" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 17o.c. field. FLOOR: Joist Spacing < 1 ti o.c.: 19/37' Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 2(Y" o.c:: 19/37' Wood Struct. Panel T&G', PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, 10' o.c. field. Joist Spacing <24" o.c.: 23137 Wood Panel T&G" shtg, PI 4824, w/10d's @ 6 o.c: at edges & boundaries, 1C)"o.c. field. 'Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE 4 97LA7SHR. 'ES I/FME, Inc. STRUCTURAL ENGINEERS Sheet \ Date 2-20-98 JN. 298-8425 "THE PALISADES" / Canaday & Co. La Quinta, CA RL A N 4 OWall (s) @ Left of House L = 8+8 = 16 ft. LOAD = ( 266 lbs /ft)( 58.0 ft / 2 + • , 0) = 7714.00 lbs. SHEAR = LOAD/ L = 7714.00 .Ibs / 16.0 ft. _ 482.1 lbs / ft U S E Z12 . w. Y2 " dia. x 10" A.B'.'s 16 "o/c A616 D.L. = 8*(14'`11+18*(2/2+1)) = 1520 lbs 11' pl uplift = (482.1*8*11-0.85*1520*8/2)/8 = 4657 lbs Use Simpson HD6A per post: CWall (s) @ Left of Garage L= 8 = 8 ft. LOAD ( 86 lbs /ft )(. 30.5 .ft / 2 + 0) _ 1311.50 lbs. SHEAR LOAD / L = 131.1.50 lbs % 8.0 ft. _ 163.9 lbs /ft U S E 10 w. % " dia. x 10" A.B.'s 56 "o/c AB56 D.L. = 8*(14*9+18*(2/2+1)) = 1296 lbs 9' pl uplift = (1311.5*9-0.85*1296*8/2)/8 = 925 lbs Uplift < 1000lbs ... No Holdowns Required. Wall (s)''@ Right of `House & Garage L=' 8+8 = -16 ft. LOAD, _ ( 266 lbs /ft)( 58.0 ft/ 2+ 0) ._ 7714.00 lbs. LOAD _ ( 86 lbs /ft)( 30.5 .ft / 2 + 0) _ 1311.50 lbs. SHEAR = LOAD /�L = 9025.5 lbs / 16.0 ft.' = 564.1 lbs /ft U S E 13 w. %2 " dia. x 10" A.B.'s • 16 "o/c AB16 D.L. = 8*(14*9+18*(2/2+1)) = 1296 lbs 9' pl uplift = (564.1 *8*9-0.85*1296*8/2)/8 _ 4526 lbs Use Simpson HTT22 per post. • t ES1/FME, Inc. STRUCTURAL ENGINEERS Sheet Date 2-20-98 JN. 298-8425 "THE PALISADES" / Canaday. & Co. La Quinta, CA PLAN 4 Wall (s) @ Rear of House L = 3.75+8 11.8 ft. LOAD = ( 311 lbs /ft)( 44.0 ft/ 2 + 0 )' = 6842.00 lbs. . SHEAR = LOAD / L = 6842.00 lbs / 11.8 ft. = 582.3 lbs / ft U S E Z13 - w. %2 dia. x 10" A. B.'s 16 "o/c A616 D.L. = 3.75*(14*9+18*(24.5/2+1)) = 1367 lbs 9' PI Uplift = (582.3'3.75'9-0.85.13673.75/2)/3.75 = 4660 lbs Use Simpson HD6A per post. OWall (s) @ Rear of Garage- ' L= 16 = 16 ft. LOAD = ( 311 lbs / ft)( 44.0 ft/ 2 + 0) = 6842.00 lbs. LOAD = ( 27.5/58*311 lbs/ft)( 0.0 ft / 2 + 5) = 737.28 lbs. LOAD = ( 169 lbs /ft)( 20.5 ft/ 2 + 0) = 1732.25 lbs. SHEAR = LOAD/ L _ 9311.53 lbs / . 16.0 ft." = 582.0 ' Ibs / ft U S E 13 w. '/2 " dia. x 10" A.B.'s 16 `'o/c AB16 Wall (s) @ Front of ; Garage L= 2.5+2.5. = 5 ft. LOAD = ( 169 lbs / ft)( 20.5 ft/ 2 + 0) _ 1732.25 lbs. SHEAR = LOAD/ L = . 1732.3 lbs / 5.0 ft. = 346.5 lbs / ft U S E ZL w. '/2 " dia. x 10" A.B.'s 24 "o/c 2AB D.L. = 2.5*(14*6.67+18*(8/2+1= 458.5 lbs 6.67' pl uplift (346.5".2.5*6.67-0.85*458.5*2.5/2)/2= 2116 lbs Use Simpson HTT22 per post. E.S.I. file: 8425P4W2.WK4] i •ESI/FME Inc Sheet j STRUCTURAL ENGINEERS Date JN. DESIGN OF EMBEDDED POLE FOOTINGS THE PALISADES' / CIWAOAY b COMPANY POLE FOUNDATION ANALYSIS DESIGN DATA: • 1 Allow Passive 260.0 psf Max Passive 1000.0 psf Load Duration Factor 1.330 Point Load 0.0 $ Load Height 0.00 ft Dist. Load 400.0 plf Start Height' 0.00 ft End Height 4.00 ft . Pole Type Circular Width/Diameter 12.0 in. Surface Restraint ? Restrained SUMIVXY Moments @ Surface... 1 Point Load 0.0 ft-# Uniform Load 800.0 ft4 ... Total Moment 800.0 ft-# Total Lateral Load 400.0 $ NON-RESTRAINED RESULTS---- Min. Req'd Embednent A(1+(1+4.36h /A)'.5)/2 A-2.34@/(S 1 b). Press @ 1/3.Embed Actual Allowable RESTRAINED RESULTS Min. Req'd Embedment' (4.25*P*h/S3*b)^.5 2.14 ft Pressure @ Bottam Actual 740.8 psf Allowable 746.8 psf . Surface Restraint Force 1037.9 # Sheet Date 2-23-98 JN, 298-8425 "THE PALISADES` / CANADAY & CO.'' La Quinta, CA PLAN 4' FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 1000 psf EXPANSION, INDEX = Grade accordingly to keep under 20. (Per Soils Report) By: Buena Engineers, Inc. Job No. B7 -1965-P3 Dated January 1979 1.. Continuous Footing Design: Roof : ( 34) ( 44/2+1 - ) = 782 plf Wall : ( 14) ( 9--) _ 126 ' Floor: ( 52.) ( 0 ) _ > -0 Deck : ( =72) ( 0 ) , _ 0 908 " plf Width Required 908 ) / ( 1000' - 50) = 0:96 ft. USE 12 in. wide x' 12 in. deep cont. ftg. Exterior w/ 2 - #4 T / B Cont. USE 12 in. wide. x 12- in. deep cont. ftg. Interior w/2-#4T/BCont. 2. Point Loaded Footing P max =. S. B. P. " S " W / 144 ' 4 x post (minimum), Pmax ( Exterior) , _ 3333 lbs. SLAB Pmax ( Interior) = 3333 lbs. CONT. FTG `' Y` :Q 45 -deg: > t S -Bearing Area 3. Pads needed Pad # 1 : P = R.( ) _ 6826 lbs from reaction of BM#3 (@ 4x4 post in center) Area = 6826 ) / ( 1000,_ 100 ) 7:58, sq. ft.; : hence, L 2.75 ft. (minimum) * Use pad 36 " -square x 12 " deep. with (3),#4 bars each way at bottom., F Sheet Date 2-23-98 JN.' 298-8425 "THE PALISADES`/ CANADAY & CO. .La Quinta, CA PLAN 4 `FOUNDATION ANALYSIS SOIL BEARING PRESSURE= . 1000 psf -EXPANSION INDEX= Grade accordingly to keep under 20. (Per Soils Report) By -. Buena Engineers, Inca Job No., B7 -1965-P3 Dated : January 1979 3. Pads needed Pad # 2 :'P = R ( ) _ 3413 lbs from reaction of BM43 (@ ends) Area _ 3413 _) / ( 1000 - 100 ) 3.79 sq. ft., hence, L 1.95 ft. ( minimum) * Use pad 24 " square x. 12 deep. Pad ,# 3 _: P = R ( ) = 3453 lbs from reaction -0 BM #4 Area _ 3453 ) / ( 1000 - 100 ) = 3:84 sq. ft., hence, - L 1.96 ft. (minimum) * .Use pad 24 " square x 12 " deep. t \l 0 ...� __r•{+ m - 2M 4 2M 1 - . - - ---o » — Q I I - 2-/4 ,oDl 12-#4 • TMP.• '1''� D3 03 I 3AS 01 A916 - 4' '-o• 2-/4 OJ '-D'Z <- '_p' I 24-SO.at2" DP, 2_/471�1, - . CONC. PAD T -60'x78 ♦•� NN,CONC. PORCH. - CONC. STEP �♦II ° SLOPE TO DRAIN '��' I. • !� 24-SO.02- OP. 24-SO.at2. OP. I III • r<� . g - • \ �r l — — — — ---�- COPAD NC. CONIC PAD01 I 01 Z .. . yx♦ ri CONC. WALK D03 FOOT VM,-It'� B' -S' J' la I m I ~ 03 r. R�=r. SEE 21/Dl ' .1 J6SO:12- DP. - 1, 1 D2 jI CDMr- PADW/3-04 �. BAAS0 u EA/WAY O- BOTTOM01 '♦�--- I =F---- i - i 0.3 1,21 v''.' '.'• :. • 27'-4- --� I m �]0._1. _ by t _ �u: :: ... •` ..,�c; -', •._ ". •° iv Ic I I i . - r -i, A8/6 , - 1 ` .. . 4 -0 r` •...D• _ I I -�•� I 42'x18' CONC. I I; FOUND. MAILS srooP ' ,z•-� _ _ 14,_6, I 1 ...� __r•{+ m - 2M 4 2M 1 - . - - ---o » — Q I I - 2-/4 ,oDl 12-#4 • TMP.• '1''� D3 03 I • I III • r<� . g - • \ �r l �..}•_ �o .. -1. - , i I 01 I , I .. . yx♦ ri CONC. WALK L 03 r. R�=r. r J D2 �. =F---- 1,21 v''.' '.'• :. • 27'-4- --� I m �]0._1. _ by t _ �u: :: ... •` ..,�c; -', •._ ". •° iv I � 1 �SLDPE TO ORNNr _ -i, A8/6 , ` . 4 -0 r` •...D• "r=,,g. I I -�•� I 42'x18' CONC. I srooP ' ,z•-� _ _ 14,_6, I I - t I i . �• o SEE SITE W D3 PLAN Ell ...� __r•{+ m - 2M 4 2M 1 - . - - ---o » — Q I I - 2-/4 ,oDl 12-#4 • TMP.• '1''� D3 03 I FOUNDATION PLAN 4 SOME: 1/4•e,' -O -- I u Q a Z `0 Q 0 J LL a SHEET 4: 2 WIDE TMP.367 CONC. WALK L L D2 �. 1,21 • 27'-4- �]0._1. FOUNDATION PLAN 4 SOME: 1/4•e,' -O -- I u Q a Z `0 Q 0 J LL a SHEET 4: 2 r LATERAL SHEAR NOTES: AVERTICAL 1. (2) LAYERS 5/8' BLOCKED DRYWALL BASE LAYER: 66 COOLER NAILS AT 9' O.0 EDCES/FIELD FACE LAYER: 8d COOLER MARS AT 7' O.0 EDGES/FIELD 2 1/2' DRYWALL WITH 50 COQL.ER NAILS AT 7'O.0 EDGES AND FIELD (TABLE 25-1 UBC). 3. 5/8' DRYWALL WITH 6d COOLER NAILS AT 7' 0.0 MCES AND FIELD (WU 25-1 UBC), 4• 1/2' DRYWALL WITH 5d COOLER NALS AT 4' O.0 EDGES AND FIELD (TABLE 25-1 UBC). S 5/B' DRYWALL WITH Id COOLER NAILS AT 4' 0.0 EDGES AND FIELD (TABLE 25-1 UBC). 6, 1/2' MACXED DRYWALL MILK Sd COOLER HAILS AT 4' O.0 EDCFS AND FIELD (TABLE 25-1 UBC) 7. 5/5' BLOCKED DRYWALL MTTH 60 COOLER MAILS AT 4' O.0 'EDGES AND FIELD (TABLE 25-4 UBC) L 7/6' STUCCO OVER APPROVED LATH W/16- GAUGE STAPLL'S AT 6' O.0 AT TOP AND BOTTOM PLATES. EDGES OF SMEAR MALL AND FIELD (TABLE 25-4 UBC) 9. 7/8' STIJCCO OVER APPROVED LATH M/16 CAUCE SAPLESS AT 3' OL AT TOP AND BOTTOM PLATES. EDGES OF SHEAR WALL. AND 6' OL AT FIELD (CBO /1254) 10. 3/8' WOOD SRLUCfULUL PANEL WITH M COMMON NAILS AT 6bt AT EDGES AND 12 -MC AT FIELD (TABLE 23-4-K-1 UBC) 11. 3/8' WOOD STRUCTURAL PANEL MM M COMMON NAILS AT 4bt AT EDGES AND 12 -MC AT FIELD (TABLE 23-1-9-1 UBC) 12 3/8' WOOD STRUCTURAL PANEL MRN Bd COMMON HAMS AT 3bL AT EOG6.AND 12 -IXC AT FIELD (TABLE 23-1-K-1 UBC) 13. 3/8' WOOD STRIICIURAL PANEL MRM Bd COMMON NAILS AT'2bt AT EDGES'AND 12 -MC AT FIELD (TABLE 23+9-1 UBC) 14. 1/2' WOOD STRUCTURAL PANEL WITH 10d COMMON NAILS AT 2bJC AT EDGES AND 12 -MC AT FEUD (TABLE, 23-1-K-1 UBC) 1& 1/2' STRUCTURAL I WOOD PANEL. WITH iod COMMON MAILS AT 2 -mc AT EDGES AND 12 -MC AT FIELD (TABLE 23-1-K-1 UBC) L41f.5:: A MOOD STRUCTURAL PANEL MATERIAL APPROVED BY APA' PFS/1EC0 OR PITTSBURGH TESTING LABORATORIES . MM INLIUOES OSB). THESE VALUES ARE FOR DOUG -FIR LARCH OR SOUTHERN PINE OTHER LUMBER SPECIES MAY DIFFER W SHEAR CAPACITIES B. PROADE J. BLOCKING AT HORIZONTAL PLYWWD PANEL JOROS WITH EDGE NALNG OF 2' O.C. PROVIDE 2. BLOCKING OTHERIILSE. C. WHERE PLYWOOD 4 APPLIED ON BOTH FACES OF WALL AND MAIL SPACING S LESS THAN B' O,C. PANEL JOINT$ SMALL BE OFFSET TD ' FALL ON DIFFERENT FRAMING MEMBERS OR -FRAMING SHALL BE 3a OR WIDER AND MAILS STAGGERED ON EACH SIDE D. WHERE NAILS ARE SPACED AT Z' 0.C„ THEY SMALL BE STACC RED AND h OR WIDER FRAMING MEMBERS SHALL BE USED AT ADJOINING PANEL EDGES (INCLUDING HORIZONTAL BLOC 6 . HORIZONTAL ALL ROOF SNEATMC TO BE EXPOSURE 1 OR EXTERIOR (TABLES 23-1-4 -1 AND 23-1-S-1 UBC). CWF: JOSE SPACING 24' 0.G 15/32' HOOD SR)BKLT. PANEL ED 24/0.' MTM ad'S O 6�Ot AT EWES k BOUNDARIES. 12' O.C. FIELD. FRAMING NOTES ' 1. ALL RESAWN AND ROUCHSAWN BENE ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER. ' 2 MULTIPLE 2X JOISTS 3 OR MORE. SMALL BE FASTENED TOGETHER MTI 1/2.OPAV4 MINE BOL75 AT 18 -MC AND SlA=v . 2-2X JOISTS SMALL BE SPRhtED TOGETHER MTM 16d MAU AT ' 12' O.0 AND STAGGERED. 3. ALL METAL ANCHORS. FASTEME%. AND CONNECTORS ETC. SMALL BE FROM SIMPSON CDMPANYDR AN APPROVED EQUAL N STRUCTURAL DESIGN AND LOAD VALUES 4. LJN®ER WEST COAST DOUGLAS FIR LARCH. 19% MAXIMUM M 067URE CONTENT. GRADES AS FOLLOWS: .. JDIST. PLATES _NO.2 BENE AND HEADERS :4XIO AND SMALLER - N0. 4X12 AND URGER. AIDA GLUE LAMINATED BEAK TO BE WEST COAST DOUGLAS FIR T9x MAXA11OWUE CONTENT INDUSTRIAL APPROVED GRACE FI -2400 D.I. F-165 pal E.1800000 paL UNLESS NOTED OTHERWISE ON %AHS OR ENGINEER CALLS) 5. ALL NAIUNG TO COMPLY MM UBC TABLE 23-1-0 6. ALL STUDS TO BE 27X4'9 AT 16' 0.0 UNLESS NOTED OTHERWISE. 7. ALL EKMRKIR WALLS TO BE SECURED WITH 1/2bM.X 10' ANGOR BOLTS. UNLESS NOTED OTHERWISE. L PROVIDE DOUBLE FLOOR JOISTS BELDW ALL SHEAR • BEARING WALLS PARALLEL TO THE FLOOR JOISTS 9. PROVIDE ��DR�UALL $HEM.BF/NNCIH ARE PERPENDICULAR TFW J� 10. TRUSS MANUFACTURER TO PROMDE CALCULATIONS. SHOP DRAWINGS. DETAILS, BRIDGEI NG AND ERECTION BRACING: 11. ALL JOIST WINGERS TO BE SI PSON V MANGERS. UNLESS NOTED 12. PROVIDE FURRING AS MEIDID TO AUCM NON-SMFM WALL MM SHEAR WALL 13. SAN NS R WALLS(�E SMN.L BE SECURED #3348 OR EOIMN.EHf)ro USE FOUNDATION THE O.0 SPACING AT BEARING WALLS AND 48 O.0 AT NON BTG.MALLS. 14. .PKLLIPS TEOMEAO' ANGORS wEN S-1254 2 1/4' PENETRATION) MAY BE USED IN UEK OF 1/2' OKX 10f ANGOR BOLLS (100 1/372). 15. ROOF PLYWOOD SHALL RUN CONTINUOUS UNDER CALIF. FRAMING. © HEADERS AND BEAMS. REFER TO ENGINEERING CALM ® INDICATES INTERIOR BEARING WALLS ACCEPTABLE MALS ROOF SMG 8d GREEN SINKERS FRAMING qAM MANGERS GAEENUSWK&IYLEEN SINKERS SMEAR WALLS : COMMONMAILS NOTES: • APPLY PLYWOOD PRIOR TO FRAMING POP -OUR h r2X6 STUD 2;"N GARDEN D1 WAIL TYP. EA/SIDE 4x6 HDR. PORTAL. SEE ELEVATION USE (17) 16C CC B 4 4(!,t 1.4 N_ EXTEND TRUSS W/E.N. PLYWD. 4' V. B ONLY OVER HDR. LOAD. 17506 . SHEET 4: 3