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SFD (0102-185)77480 Loma Vista 0102-185 Date i; `� IL7—Signature of Contractor �'' 3, /�.•'° .j f I OWNER -BUILDER DECLARATION t I hereby affirm under penalty of perjury that I am exempt from the Contractor's n License Law for the following reason: Z; ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 70,44, Business & Professionals Code). ( ) I, as'owher of the property, am exclusively contracting with licensed contractors,17to construct the project (Sec. 7044, Business & Professionals Code). N() I am exempt underrSection B&RC. for this reason N Date �6 !Signature of Owner Q WORKERS COMPENSATION DECLARATION, > I hereby affirm under penalty of perjury one of the following declarations: Aa p () 1 havend will mail'tain a certificate of consent to self -insure for workers' �' compensation,. -as provided for by Section 3700 of the Labor Code, for the Qperformance of'the w4or which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this Hpermit is issued. My workers' compensation insurance carrier & policy no. are:. t Z Carrier STATE FUND Policy No. I S??SN1 6'-99 Z 0 ; J (This section need not be completed if the permit valuation is for $100.00 or less). () I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to becope subject to the workers' compensation laws of California,+and agree that if I; should become subject to the workers' 3 compensationE pro vigions of Section 3700�,of the Labor : shall Code, I forthwith comply withthose provisions. !� S / Date: k, to-, 3 Applicant w. Warning: Failure to secure Workers') Compensation coverag `is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is herebymade to the Director of Building and Safety, for a permit subject to the conditions and restrictions set forth on 4hist application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City; and State laws relating to the building 1 construction, and hereby authorize representatives :of this City to enter upo6 the above-mentioned propertylor inspection tpurposes. z i, „•, � Signature (Owner/Agent) � � � ? %(` � � "`!i � Date PERMIT • PERMIT# / ;BUILDIN_G DATE ". VALUATION LOT C TRACT 43 JOB SITE ADDRESS 77-4,130 AsCArl'A VISTA APN OWNER CONTRACTOR/DESIGNER/EN (NEER '76-623iaC. SY3Vi:�J eAlt`i�la 45-2.60TW:i4d. PAW DWa C CA '92211 1,NDIO CA 92201 �76iG� ,4:}� 9'i C-nJ,; •'D999 USE OF PERMIT Seri • loOT 41t" .i�• MIT CdC' n NOT INCLUDE BLOCK ,1VQ01, S. -PA. OR =9EWAY APPROAN, G/ M t7 e�TC,.tl C'11,'%W[RU TCE' 0*N 171:2.40 OF k,bRCHIPAI IC MM $V a�f3J� ItICr ldTCa tT "an 6. 'wnwa con, SXCoEsmen � Sf4y�UfA SWY"iARE C0141'RUC'I'ION FEZ 101.0001 ,59.000 51111171.00 PLA1W CHEC�:'FER, 1011-0 � . g-3113 m0,136,55 FEX, DEPOSIT 101-000439-31P 47%00 Y'Ai .','HANICFII, NEE 101_000 # -000 $141.." ELEC.°'i€ICc'•si.,'�*E 101.�f;?ti0� X0.000 M61Q $ZC.0�' PLfFyM-6#yy@ivf��iA�flryL?d3y(q yYp1 9101a/i•�•y04-1rt:��tt�t00 �7� RE ST.R��-yiN»4�"rv7��otJry4OtIW d"i ��p+�Ce' iiterit L,� A L'i3�t�yr�7y 431.03 rG, y1"Enp/Vh��;.aq 10 ��i'Dnlo YZE, 1 31 DEVE'WPER 1101PACT FER �I,St(1; bf1 :1Wr 114 PUBIJC PLACES -'R.F.i1.L 24n 000x--' -3-3 0' 00 _6rS.63 "I LESS, 'PJ1 � PJW '.V(1 3-�; l,`, 0 0,0 p " -4, ,Yin'sPaull;BOV ITAL JUN 2 41 01 CIYYOFLAQUINTA FINANCE DEFT RECEIPT ATE �` BV -, if �.. D _ INA INSP e' INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs U2 Underground Ducts Forms & Footings b Ducts Slab Grade Return Air Steel Combustion Air Roof Deck _ O Exhaust Fans O. K. to Wrap �_� p F.A.U. Framing l Compressor Insulation — Q Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath ' FinalPOOLS BLOCKWALL APPROVALS Final - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS 91 Gas Test Electric Final Waste Lines Water Piping Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection • OZ Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) i�� ELECTRICAL APPROVALS Temp. Power Pole 2.� Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power �.2 Final _ Utility Notice (Perm) — COMMENTS: 10�✓r 12^ I(l� �� Q -•..r,,, vm-v6,v nrruoLlb IIILt MtT32111 OLD KPUSLICTITLE GO.. ��' rMUM" FY BCMING MUNSTED M 443341 1 Donald c Harris RECEIVED FOR AECGhO �. AT e:0p O1CLOCK WHEN RECORDED MAIL TO: . Donald 0 Harris I PAI C OEC -S 1997 Christine N, Norris 000•T1anc(orYNXu &law 1W 77400 Vista Rona I R1v, CO. Recorder rao { La Quinka, 0A 92253 I—SPACE AWV8-THIS LINE FOR RECORDaBR'� a0000 ORAN'T DEED r iht undersigned ara �� a) dare ()I: Documentary tra s ft -ax is S 165.00 ASSBS80R08 PARCEL NO.: 631-820-019(X) computed on full valva of property conveyed, or TITLE ORDER NO. O computed on the full value ,less liens or ESCROW NO.: 12273_00 encumbrancer remaining at the time of sale 6OR A VALUABLE CONBID]3RATION, Teoeipt at which it hereby acknowledged) i William P. OlOoor,' truatee of The William F. O'Connor Revooable Trust, dated July 13, j 1988 nn . hereby WUM(s) to Donald C Harris and Christine M. xarrim, husband and wife The following real property in the City of La Guinta, Riverside County, State of I California) described aa: Parcel l: Lot 13 of Tract 25237, ae ahovn by Map on file in Book 220, Page(s) 95 - 99, in the Office of the County Recorder of Riverside County,- Hca- Erhibit, A attached far complete legal description Data" November 3, 1997 LLGLL�W� i 1 i am 'O'Con norf 4'rt'rtiD�t. ce 'l STATE OP CALIFORNIA ' COurn O 2 VB M1 s: On �� • 3 •1991 betora me, E e c personally appeared (or proved to me on the basis Of satisfactory evidence) to be the person(s) whose name(&) is/&M subecrihed to she within ivaL•rument Md acknowledged to me that hs/sh*Ahey executed the j same in hid/hemi: authorized capacity(iee}, and that by hie/h.#At}reyr signature(&) on the instrument the person(04 or the entity upon behalf of which the perccn(04 acted,. executed the lnatrumaht. EUS EO C. ID IVAaJR. i COMUIBEI06N 107 145 witnesss Haan NMI: • CAWOMI, my hand and otficisl seal. NVERsme COUNry �tf Yr CortvnlwIM aglra� �. oat 1, logo signature r ��,� sc� f OVp_ Name (typed or printed)- (Thi>� urea for official notarial peal) ML TAX STATEMENTS Tot 77400 Vista Rosa, La Ouinta, CA 92253 • �, h. Order: AUTO -ES -00055065. Description: 1997.443341 Page 1 of 2 Comment: Dec 11 02 12:10p- JOHNSON & NIELSENh 909-686-6752 JOHNSON. & NIELSEN ASSOCIATES Send.HNielen JN Per T. Ron CONSULTING STRUCTURAL ENGINEERS Wen Y. Lin 647 N. Main Street • Suite 48 Riverside - CA • 92501 • (909) 686-5122 • FAX (909)'686-6752 Lonnie a Moi,nt Steen T. Thomsen LOS -ANGELES RIVERSIDE • IRVINE PALM SPRINGS Jackson K. Wu December .11, 2002 J & N Job No. 60-019 Dan Thornbury 77 4 �;.� 143 45 -120 -San Pablo No. 2 D Vt_4L Palm Desert, CA 92260 , Re: Harris Residence ` - Lot 43 @ The Enclave La Quinta CA Dear Dan, This letter. is to serve as written confirmation of the complete framing inspection I made at the above address on October 25, 2002. Based on this visitation, it is my opinion, that the complete framing is in compliance to' plans and specs. If you have any questions, .please feel'free to call. Sincerely, YiyrWJUryRI a�Q� \'S P 114 NO. 3634 m z EXP. 3.31.2004 Lon P. Mount, S.E. N� n C 1' JOHNSON & NIELSEN ASSb� Consulting Structural Engineers C'\ PPDOCS\0-FORMS\inspectn.Itr\FRAMINSP60.019.wp.d ti., JNJOHNSON & NIELSEN ASSOCIATES S�e�dHNniesn CONSULTING STRUCTURAL Per T. Ron ENGINEERS Wen Y. Lin . 647 N. Main Street • Suite 4-B Riverside • CA • 92501 • (909) 686-5122 - FAX (909) 686-6752 Lonnie P. Mount Steen T. Thomsen LOS ANGELES RIVERSIDE 9 RVINE:; PALM SPRINGS Jackson K. Wu March 25, 2002 J & N Job No. 60-0198 Dan Thornbury 45-120 San Pablo No. 2 D Palm Desert, CA 92260 Attn: Dan Thornbury Re: Lot 43 The Enclave, La Quinta, CA Harris Residence Subject: Roof Truss Designs Dear Dan, I have reviewed the roof truss designs for the above project as submitted by the JMW Truss (prepared by MiTek Industries seal R1361605 thru R1361711) dated 2/25/02. The designs and calculations appear to conform with our structural framing intent and design. If you have any questions, please feel free to call. . Sincerely, OQAOFfSS/pN� 6� C) v N0.3934 Lo P. Mount, S.E.cc P3312ooa N' v JOHNSON & NIELSEN ASSOCIATES s� �9U�TUP� `� Consulting"Structural Engineers 9TFo1= cA��F° C:\WPDOCS\O-FORMS\INSPECTN.LTR\RFTRUS60.019 j6HNSON AND NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 647 N. MAIN STREET, SUITE 4-13 RIVERSIDE, CALIFORNIA 92501 909-686-5122 • FAX 909-686-6752 ✓�� JOB. NO. Go' O Iq �TG t� V.�IIE BY Wl L DATE Or SH OF L f"off 4,P�V �IN�E P Mp `uCi w NO.3834 q EXP 3312004. S ao b X -Z ao b X `~ JOHNSON & NIELSEN ASSOCIATES Lot $43 at Job # 60-019 4 647 North Main St. Suite 4B The Enclave by LPM Riverside, California 92501 Date 06/17/99 Phone 909-686-5122 FAX 909-686-6752 Sheet of > ver. 3-28-99 Retrieve/Save drive = C: work dir 60-019 > wk4 Filespec: C:\J&NCALC\WORK\60-019\VERT.WK4 Load drive = C: filespec = vert loadings LoAdlttgs 2-5-98 Vertical Roof MOM input RF1 RF2 Speed 70 mph - 12.6 psi Roof'g/floor'g 10.0 psf 10.0 psf Ht. 13.00 ft. sht'g 1.8 1.8 Exposure]BCD] C Ce = 1.06 rafters/joists 3.0 3.0 Pressure % = 1.3 Cq clg 2.8 2.8 Importance = 1.00 misc 1.5 10.0 plaster Gross Pressure = 17.4 psf Leeward pressure = 6.7 psf Dead Load 19.1 psf-rf1d1 27.6 psf-rf2dl Windward pressure = 10.7 psf Live Load 20.0 psf-rf111 20.0 psf-rf211 Use prefabricated roof trusses at 24'o.c. Roof trusses are to be designed by a Professional Engineer employed by the truss manufacturer. The truss designs and shop drawings shall be submitted, for approval, to the Engineer of Record and local building department prior to fabrication. Roof beams RB -1 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, gib, tji, lams or steel 11-2-98 Span = 16.33 ft. T.A. = 87.093 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 5.33 ft. React. Momn't. Try >> 4x14#1 (df #1) 46.38 102.41 678.5 3.50 13.25 1000 608 L.L. = 20.0 psf >> 871 3556 CID) = 1.25 fvh = 48 psi fb 814 psi pa= - 0 psi D.L. = 19.1 psf >> 832 3396 Ch = 1.25 Fvh = 119 psi Fb 1250 psi Pa= 2914.6 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.15 in. = L / 1324 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.14 in. = L / 1387 0.652 % Totals > 1703 6951 pieces 1 TL = 0.29 in. = L / 677 USE 4x14#1 (df #1) min. bearing= 0.78 inches RB -2 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 6.33 ft. T.A. = 56.97 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 9.00 ft. React. Momn't. Try >> 4x8#1 (df #1) 25.38 30.66 111.1 3.50 7.25 1300 810 L.L. = 20.0 psf > > 570 902 CID) = 1.25 fvh = 53 psi fb 690 psi pa= 0 'psi D.L. = 19.1 psf >> 544 861 Ch = 1.25 Fvh = 119 psi Fb 1625 psi Pa= 5807.5 psi Extra = 0 #/ft > > 0 0 Deflections >> LL = 0.03 in. = L / 2207 combined stress '(dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.03 in. = L / 2311 0.424 % Totals > 1114 1763 pieces 1 TL = 0.07 in. = L / 1129 USE 4x8#1 (df.#1) min. bearing= 0.51 inches RB -3 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 3.00 ft. T.A. = 12 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 4.00 ft. React. Momn't. Try >> 4x4#1 (df #1) 12.25 7.15 12.5 3.50 3.50 1500 1013 L.L. = 20.0 psf >> 120 90 CID) = 1.25 fvh = 23 psi fb 295 psi pa= 0 psi D.L. = 19.1 psf >> 115 86 Ch = 1.25 Fvh = 119 psi Fb 1875 psi Pa= 6025.8 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.01 in. = L/ 5249 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.01 in. = L/ 5496 0.158 % Totals > 235 176 pieces 1 TL = 0.01 in. = L / 2685 USE 4x4#1 (df #1) min. bearing= 0.11 inches RB -4 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 3.00 ft. T.A. = 12 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 4.00 ft. React. Momn't. Try >> 4x4#1 (df #1) 12.25 7.15 12.5 3.50 3.50 1500 1013 L.L. = 20.0 psf >> 120 90 CID) = 1.25 fvh = 23 psi fb 295 psi pa= . 0 psi D.L. = 19.1 psf > > 115 86 Ch = 1.25 Fvh = 119 psi Fb 1875 psi Pa = 6025.8 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.01 in. = L/ 5249 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.01 in. = L/ 5496 0.158 % Totals > 235 176 pieces 1 TL = 0.01 in. = L/ 2685 USE 4x4#1 (df #1) min. bearing= 0.11 inches 1 • '` JOHNSON & NIELSEN ASSOCIATES Lot $43 at r Job # 60-019 647 North Main St. Suite 4B The Enclave by LPM Riverside, California 92501 Date 06/17/99 Phone 909-686-5122 FAX 909-686-6752 Sheet AA of 7 > ver. 3-28-99 Retrieve/Save drive = C: work dir 60-019 > wk4 Filespec: C:\J&NCALC\WORK\60-019\VERT.WK4 Load drive = C: filespec = vert RB -5 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 8.00 ft. T.A. = 32 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 4.00 h. React. Momn't. Try >> 4x6#1 (df #1) 25.38 30.66 111.1 3.50 7.25 1300 810 L.L. = 20.0 psf >> 320 640 CID) = 1.25 fvh = 51 psi fb 803 psi pa= 0 psi D.L. = 19.1 psf > > 306 611 Ch = 1.25 Fvh = 119 psi Fb 1625 psi Pa = 3635.9 psi Extra = 100 #/ft > > 400 800 Deflections > > LL = 0.04 in. = L / 2460 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.09 in. = L / 1116 0.494 % Totals > 1026 2051 pieces 1 TL = 0.13 in. = L / 768 USE 4x8#1 (df #1) min. bearing= 0.47 inches RB -6 beam8 Beam - two uniform loads separated by a point load sawn > > options: sawn, glb, tji, lams or steel 8-1-98 Span = 7.33 ft. a 6.33 ft. v=0 4.89 ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > Mount loads > w1 P w2 Try >> 4x10#1 (df #1) 32.38 49.91 230.8 3.50 9.25 1200 743 L.L. = 80 800 200 #/ft or # CID) = 1.25 fvh = 91 psi fb 547 psi pa= 0 psi D.L. = 110 800 200 #/ft or # Ch = 1.25 Fvh = 119 psi Fb 1500 psi Pa= 7050.1 psi R1 Momn't. R2 Deflections > > LL = 0.03 in. = L / 3429 combined stress L.L. = 411 1051 1096 # or ft.# Number of DL =• 0.03 in. = L / 2887 0.364 % D.L. = 520 1222 1179 # or ft.# pieces 1 TL = 0.06 in. = L / 1567 Totals 930 2273 2275 # or ft.# USE 400#1 (df #1) min. bearing= 0.54 inches RB -7 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 14.25 ft. T.A. = 370.5 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 26.00 ft. React. Momn't. Try > > 6xl4ss sel struc 74.25 167.06 1127.7 5.50 13.50 1579 950 L.L. = 16.0 psf >> 2964 10559 CID) = 1.25 fvh = 111 psi fb 1664 psi pa= 0 psi D.L. = 19.1 psf >> 3538 12605 Ch = 1.25 Fvh = 119 psi Fb 1974 psi Pa= 3739.6 psi Extra = 0 #/ft. > > 0 0 Deflections > > LL = 0.21 in. = L / 799 combined stress (dead line load) _ _ _ _ _ _ _ - - = Number of DL = 0.26 in. = L / 670 0.843 % Totals > 6502 23164 pieces 1 TL = 0.47 in. = L / 364 USE 6xl4ss sel struct min. bearing= 1.89 inches RB -8 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 6.25 ft. T.A. = 137.5 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 22.00 ft. React. Momn't. Try >> 6x8#1 (df #1) 41.25 51.56 193.4 5.50 7.50 1350 675 L.L. = 20.0 psf >> 1375 2148 C(D) = 1.25 fvh = 78 psi fb 978 psi pa= 0 psi D.L. = 19.1 psf >> 1313 2052 Ch = 1.25 Fvh = 119 psi Fb 1688 psi Pa= 6000 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.05 in. = L / 1536 combined stress (dead line load) _ _ _ _ _ _ _ _ _ - Number of DL = 0.05 in. = L / 1608 0.579 % Totals > 2688 4200 pieces 1 TL = 0.10 in. = L / 786, USE 6x8#1 .(df #1) min. bearing= 0.78 inches RB -9 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 6.25 ft. T.A. = 25 sq. ft. sawnpro size grade area sect Inertia . width depth Fb > i Ft > mount trib = 4.00 ft. React. Momn't. Try > > 6x6#2 (df #2) 30.25 27.73 76.3 5.50 5.50 750 475- 75L.L. L. L.= 20.0 psf >> 250 391 C(D) = 1.25 fvh = 21 psi fb 330 psi pa= 0 psi D.L. = 19.1 psf >> 239 373 Ch = 1.25 Fvh = 119 psi Fb 938 psi Pa= 2621.7 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.03 in. = L / 2707 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.03 in. = L / 2835 0.353 % Totals > 489 764 pieces 1 TL = 0.05 in. = L / 1385 USE 6x6#2 (df #2) min. bearing= 0.14 inches RB -10 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 4.00 ft. T.A. = 16 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 4.00 ft. React. Momn't. Try > > 6x4#2 (df #2) 19.25 11.23 19.7 5.50 3.50 750 .475 L.L. = 20.0 psf >> 160 160 CID) = 1.25 fvh = 21 psi fb 334 psi pa= 0 psi D.L. = 19.1 psf >> 153 153 Ch = 1.25 Fvh = 119 psi Fb 938 psi Pa= 2592 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.02 in. = L/ 2661 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.02 in. = L/ 2786 0.357 % Totals > 313 313 pieces 1 TL = 0.04 in. = L/ 1361 USE 6x4#2 (df #2) min. bearing= 0.09 inches 1 JOHNSON & NIELSEN ASSOCIATES Lot #43 at Sob # 60.019 647 North Main SL Suite 4B The Enclave by LPM Riverside, California 92501 . Date 04/Q8/2001 Sheet (� of Phone 909.686-5122 FAX 909-686-6752 > ver. 3-28-99 Retrieve/Save drive = C: work dir = 60-019 > wk4 Filespec: C:V&NCALC\WORK\60-019\VERT.WK4 Load drive = C: filespec = vert beaml RB -11 Uniformly loaded simple span joist, rafter or beam >> sawn . >> options: sawn, g1b, tai, lams or steel 11-2-98 Span = 6.00 ft. TA = 24 sq. ft. sawnpro size grade arca sed: Inertia width depth Fb > Ind R> mount trib = 4.00 ft. React Momnt Try >> 6x4#2 (df #2) 19.25 11.23 19.7 5.50 3.50 750 475 LL = 20.0 psf >>> 240 360 C(D) = 1.25 fvh = 33 psi fb= 752 Psi pa= 0 psi D.L. = 19.1 psf >>> 229 344 Ch = 1.25 Fvh = 119 psi Fb= 938 psi Pa= 1152 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.09 in. = L / 788 combined stress (dead line load) _____ _____= Number of DL = 0.09 in. = L / 826 0.802% Totals > 469 704 pieces 1 TL = 0.18 in. = L / 403 USE 6x4#2 (df #2) min, bearing= 0.14 inches beaml RB -12 Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, ti, lams or steel 11-2-98 Span = 6.00 ft. TA. = 24 sq. fL sawnpro size grade area sect Inertia width depth Fb > incl R > mount trib = 4.00 ft. React Momnt Try >> 6x4#2 (df #2) 19.25 11.23 19.7 5.50 3.50 750 475 LL. = 20.0 psf >>> 240 360 C(D) _ 1.25 fvh = 33 psi fb= 752 psi pa= 0 psi D.L. = 19.1 psf >>> 229 344 Ch = 1.25,Fvh = 119 psi Fb= 938 psi Pa= 1152 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.09 In. = L / 788 combined stress (dead line load) _____ _____= Number of DL = 0.09 in. = L / 826 .0.802% Totals > 469 704 pieces 1 TL= 0.18 in. = L / 403 USE 6x4#2 (df #2) min. bearing= 0.14 inches RB -13 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, gib, ti, lams or steel 11-2-98 Span= 6.00 ft. TA. = 36 sq. ft. sawnpro size grade area sect Inertia. width depth Fb > incl R > mount trib = 6.00 ft. React. Momnt Try >> 6x6#2 (df #2) 30.25 27.73 76.3 5.50 . 5.50 750 475. L.L. = 20.0 psf >>> 360 540 C(D) = 1.25 fvh = 30 psi fb= 457 psi pa= 0 Psi D.L. = 19.1 psf >>> 344 516 Ch = 1.25 Fvh = 119 psi Fb= 938 psi Pa= 2844.7 psi Extra = 0 #/ft » 0 0 Deflections >> LL = 0.04 in. = L/ 2040 combined stress (dead line load) _____ ______ Number of DL = 0.03 in. = L / 2136 0.487 % Totals > 704 1056. pieces 1 TL= 0.07 in. = L / 1043 USE 6x6#2 (df #2) min. bearing= 0.20 inches beaml RB -14 Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, gib, ti, lams or steel 11-2-98 Span = 6.00 ft. TA. = 36 sq. ft. sawnpro size grade area sect Inertia width depth Rr > incl R > mount trib = 6.00 ft. React. Momn4. Try >> 4x6#2 (df #2) 19.25 17.65 48.5 3.50 1 5.50 1138 748 LL = 20.0 psf >>> 360 540 C(D) = 1.25 fvh = 57 psi fb= 874 psi pa= 0 psi D.L. = 27.6 psf >>> 497 745 Ch = 1.25 fvh = 119 psi Fb= 1422 psi Pa= 3501.2 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.05 in. = L/ 1598 combined stress (dead line load) _____ _____= Number of DL = 0.06 in. = L / 1158 0.615 % Totals > 857 1285 pieces 1 TL= 0.11 in. = L/ ' 671. USE 4x6#2 (df #2) min. bearing= 0.39 inches RB -15 beaml Uniformly loaded simple span joist, rafter or beam >>glb >> options: sawn, glb, ti, lam or steel 11-2-98 Span = 28.00 ft. TA. = 168 sq. ft. gluprop size grade area sect Inertia width depth Fb R mount trib = 6.00 ft. ReacL Momnt Try >> 5x18 22F -V4 92.25 276.75 2490.8 5.13 18.00 2200 1000 LL = 20.0 psf >>> 1680 11760 C(D) = 1.25 fvh = 58 psi fb= 1214 psi pa= 0 psi D.L. = 27.6 psf >>> 2318 16229 C(v) = 1.000 Fvh = 165 psi Fb= 2750 psi Pa= 1830 psi Extra _ 0 #/ft >> 0 0 Deflections >> LL- 0.39 in. = L/ 857 combined stress (dead line load) _____ _____= DL = 0.54 in. = L / 621 0.441 % Totals > 3998 27989 TL = 0.93 in. = L/ 360 USE 5.125x18 glu-lam 22F V4 min. bearing= 1.39 inches RB -16 Load from steel trellis beam8 Beam - two uniform loads sepera by a point load sawn >> options: sawn, glb, tji, lams or steel 8-1 98 Span = 10.00 ft. a 5.50 fL v=OCA 5.50 ft. sawnpro size grade area sed Inertia width depth Fb > incl R > Mount loads >> wl , P w2 Try >> 6x10#1 (df#1) 52.25 82.73 393.0 5.50 9.50 1350 675 L.L. = 80 1280 60 #/ft or # C(D) _ 1.25 fvh = 67 psi fb= 1397 psi pa= 0 psi D.L = 110 1766 83 #/ft or # Ch = 1.25 Fvh = 119 psi Fb= 1688 psi Pa= 3760.4 psi Rl Momnt R2 Deflections >> LL = 0.10 in. = L / 1226 combined stress L.L = 956 4047 1034 # or fL# Number of DL = 0.14 in. = L / 889 0.828 % D.L. = 1319 5584 1427 # or ft.# pieces 1 TL= _ 0.23 in. = L/ 515 Totals 2275 9631 2462 # or ft.# USE 6x10#1 (df #1) min. bearing= 0.42 inches 3OHNSON B NIELSEN ASSOCIATES Lot #43 at Sob # 60-019 647 North Main St. Suite 4B The Enclave by LPM Riverside, California 92.501 Date 04/08/2001 Phone 909-686-5122 FAX 909-686.6752 -- ---_- Sheet -� • of > ver. 3-28-99 Retrieve/Save drive - C: work dir - 60-019 > wk4 Filespec: C:V&NCALC\W0RK\60-019\VERT.WK4 Load drive = C: filespec = vert RB -17 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, qi, lams or steel 11-2-98 Span = 13.50 ft. TA. = 216 sq. ft. sawnpro size grade area sect Inertia width depth Fb > Ind R > mount trib = 16.00 ft. React Momnt Try >> 6x12#1 (df #1) 63.25 121.23 697.1 . 5.50 11.50 1350 675 LL = 20.0 psf >>> 2160 7290 C(D) = 1.25 fvh = 86 psi fb= 1411 psi pa= 0 psi D.L. = 19.1 psf >>> 2063 6962 Ch = 1.25 Fvh = 119 psi Fb= 1688 psi Pa= 3023.5 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.21 In. = L/ 756 combined stress (dead line load) _____ _____= Number of DL = 0.20 in. = L/ 791 0.836 % Totals > 4223 14252 pieces 1 TL= 0.42 in. = L / 386 USE 6x12#1 (df #1) min. bearing= 1.23 inches RS -18 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, ti, lams or steel 11-2-98 Span = 8.00 ft T.A. = 60 sq. ft. sawnpro size grade area sed Inertia width depth Fb > Intl R > mount trib = 7.50 ft. Read. Momn't. Try >> 6x6#1 (df #1) 30.25 27.73 76.3 5.50 5.50 1200 825 LL. = 20.0 psf >>> 600 1200 C(D) = 1.25 fvh = 52 psi fb= 1015 psi pa= 0 psi D.L. = 19.1 psf >>> 573 1146 Ch = 1.25 Fvh = 119 psi Fb= 1500 psi Pa= 1969.4 psi Extra = 0 #/ft >> 0 0 Deflections i> LL = 0.11 in. = L/ 847 combined stress (dead line load) ===== ====== Number of DL = 0.11 in. =,L/ 887 0.677 % Totals > 1173 2346 pieces 1 TL= 0.22 in. = L / 433 USE 6x6#1 (df #1) min. bearing= 0.34 inches RB -19 beam8 Beam - two uniform bads seperated by a point load sawn >> options: sawn, gib, ti, lam or steel 5-1-00 Span = 6.00 ft. • a 3.00 ft. v=O@ 3.00 ft. sawnpro size grade area sed Inertia width depth Fb > Incl R > Mount loads >> wl P w2 Try >> 6x8#1 (df #1) 41.25 51.56 193.4 5.50 7.50 1350 675 TA. = 18 sf. fib= 4.00 2.00 C(D) = 1.25 fvh = 67 psi fb= 1186 psi fa= 0 psi L.L. = 20.0 psf 80.0 1280 40.0 Ch = 1.25 Fvh = 106 psi Fb= 1688 psi Fa= 925 psi D.L. = 19.1 psf 76.4 1766 38.2 Deflections >> LL = 0.04 in. = L/ . 1903 combined stress Axial Rl Momn't. R2 Number of DL = 0.05 in. = L / 1446 0.703 % L.L. = 0 850 2190 790 pieces 1 TL = 0.09 in. = L/ 822 D.L. = 0 1084 2908 1027 _____- ----- ===== ===== USE 6x8#1 grade = (df #1) min. bearing= 0.56 inches Totals 0 1934 5098 1817 RB -20 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, ti, lams or steel 11-2-98 Span = 6.00 ft. T.A. = 24 sq. ft. sawnpro size grade area sed Inertia width . depth Fb > incl R > mount trib = 4.00 ft. Read. Momnt Try >> 6x6#1 (df #1) 30.25 27.73 76.3 5.50 5.50 1200 825 LL. = 20.0 psf >>> 240 360 C(D) = 1.25 fvh = 20 psi fb= 305 psi pa= . 0 psi D.L. = 19.1 psf >>> 229 344 Ch = 1.25 Fvh = 106 psi Fb= 1500 psi Pa= 3501.2 psi Extra =' 0' #/ft >> 0 0 Deflections >> LL = 0.02 in. = L / 3766 combined stress (dead line load) ===== ====== Number of DL = 0.02 in. = L / 3943 0.203 % , Totals > 469 704 pieces 1 TL = 0.04 In. = L / 1926 USE 6x6#1 (df #1) min. bearing= 0.14 inches RB -21 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, ti, lams or steel 11-2-98 Span = 13.00 ft. TA. = 117 sq. ftr sawnpro size grade area sed Inertia width depth Fb > incl R> mount fib = 9.00 ft. Read. Momn't. Try >> 6x10#1 (df #1) 52.25 82.73 393.0 5.50 9.50 1350 675 LL. = 20.0 psf >>> 1170 3803 C(D) = 1.25 fvh = 58 psi fb= 1078 psi pa= 0 psi D.L. = 19.1 psf >>> 1117 3631 Ch = 1.25 Fvh = 119 psi Fb= 1688 psi Pa= 2225.1 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.18 In. = L/ 848 combined stress (dead line load) _____ ______ Number of DL = 0.18 in. = L/ 888 0.639 % Totals > 2287 7434 pieces 1 TL = 0.36 in. = L / 434 USE 6x10#1 (df #1) min. bearing= 0.67 inches RB -22 beaml Uniformly loaded simple span joist, rafter or beam >> sawn >> options: sawn, glb, ti, lams or steel 11-2-98 Span = 4.00 ft. TA. = 44 sq. ft. sawnpro size grade area sed Inertia width depth Fb > Ind R > mount trib = 11.00 ft. React. Momn't. Try >> 6x6#1 (df #1) 30.25 27.73 76.3 5.50 5.50 1200 825 L.L. = 20.0 psf >>> 440 440 C(D) = 1.25 fvh = 33 psi fb= 372 psi pa= 0 psi D.L. = 19.1 psf >>> 420 420 Ch = 1.25 Fvh = 119 psi Fb= 1500 psi Pa= 7877.6 psi Extra = 0 #/ft >> 0 0 Deflections >> LL = 0.01 in. = L/ 4622 combined stress (dead line load) _____ ______ Number of DL = 0.01 In. = L/ 4839 0.248% Totals > 860 860 pieces 1 TL = 0.02 in. = L / 2364 USE 6x6#1 (df #1) min. bearing= 0.25 Inches JOHNSON & NIELSEN ASSOCIATES Lot $43 at Job # 60-019 { 647 North Main St. Suite 4B The Enclave by LPM Riverside, California 92501 Date 06/17/99 Phone 909-686-5122 FAX 909-686-6752 Sheet of > ver. 3-28-99 Retrieve/Save drive = C: work dir = 60-019 > wk4 Filespec: C:\J&NCALC\WORK\60-019\VERT.WK4 Load drive = C: filespec = vert RB -23 beaml. Uniformly loaded simple span joist, rafter or beam > > glb > > options: sawn, glb, tji, lam or steel 11-2.98 Span = 24.00 ft. T.A. = 96 sq. h. gluprop size grade ' area sect Inertia width depth Fb Ft mount trib = 4.00 ft. React. Momn't. Try > > 6x18 22F -V4 92.25 276.75 2490.8 5.13 18.00 2200 1000 L.L. = 20.0 psf >> 960 5760 CID) = 1.25 fvh = 33 psi fb 594 psi pa= 0 psi D.L. 27.6 psf >> 1325 7949 C(v) = 1.000 Fvh = 165 psi Fb 2750 psi Pa= 2490 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.14 in. = L / 2042 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = DL = 0.19 in. = L / 1480 0.216 % Totals > 2285 13709 TL = 0.34 in. = L / 858 USE 5.12508 glu-tam 22F -V4 min. bearing= 0.80 inches RB -24 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 2.66 ft. T.A. = 23.94 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 9.00 ft. React. Momn't. Try > > 6x4#1 (df #1) 19.25 11.23 19.7 5.50 3.50 1200 825 L.L. = 20.0 psf >> 239 159 CID) = 1.25 fvh = 28 psi fb 333 psi pa= 0 psi D.L. 19.1 psf >> 229 152 Ch = 1.25 Fvh = 119 psi Fb 1500 psi Pa= 7213.6 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.01 in. = L / 4950 combined stress (dead line load) = = _ _ _ _ _ _ _ = Number of DL = 0.01 in. = L / 5183 0.222 % Totals > 468 311 pieces 1 TL = 0.01 in. = L / 2532 USE 6x4#1 (df,#1) min. bearing= 0.14 inches . RB -25 & RB -26 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 6.00 ft. T.A. = 96 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 16.00 ft. React. Momn't. Try» 6x6#1 (df #1) 30.25 27.73 76.3 5.50 5.50 1200 .825 L.L. = 20.0 psf >> 960 1440 CID) = 1.25 fvh = 79 psi fb 1218 psi pa= 0 psi D.L. _ _ 19.1 psf >> 917 1375 Ch = 1.25 Fvh = 119 psi Fb 1500 psi Pa= 3501.2 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.08 in. = L / 941 combined stress (dead line load) _ _ _ _ _ _ _ _ = = Number of DL = 0.07 in. = L / 986 0.812 % Totals > 1877 2815 pieces 1 TL = . 0.15 in. = L / 482 USE 6x6#1 (df #1) min. bearing= 0.55 inches RB -27 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 5.75 ft. T.A. = 23 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 4.00 ft. React. Momn't. Try» 6x4#1 (df#1) 19.25 11.23 19.7 5.50 3.50 1200 825 L.L. = 20.0 psf >> 230 331 CID) = 1.25 fvh = 31 psi fb 691 psi pa= 0 psi D.L. = 19.1 psf > > 220 316 Ch = 1.25 Fvh = 119 psi Fb 1500 psi Pa = 1543.8 psi Extra = 0 #/ft > > 0 0' Deflections > > LL = 0.06 in. = L / 1103 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.06 in. = L/ 1155 0.460 % Totals > 450 646 pieces 1 TL = 0.12 in. = L / 564 USE 6x4#1 (df #1) min. bearing= 0.13 inches RB -28 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 15.0d ft. T.A. = 187.5 sq. ft. ' sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 12.50 ft. React. Momn't. Try» 6x12#1 (df#1) 63.25 121.23 697.1 5.50 11.50 1350 675 L.L. = 20.0 psf >> 1875 7031 CID) = 1.25 fvh = 76 psi fb 1361 psi pa= 0 psi D.L. = 19.1 psf > > 1791 6715 Ch = 1.25 Fvh = 119 psi Fb 1688 psi Pa= '2449.1 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.26 in. = L / 705 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.24 in. = L / 738 0.806 % Totals > 3666 13746 pieces 1 TL = 0.50 in. = L / 361 USE 602#1 (df #1) min. bearing= 1.07 inches RS -29 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 5.75 ft. T.A. = 46 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 8.00 ft. React. Momn't. Try» 4x6#1 (df #1) 19.25 17.65 48.5 3.50 5.50 1300 878 L.L. = 20.0 psf >> 460 661 CID) = 1.25 fvh = 59 psi fb 879 psi pa= 0 psi D.L. = 19.1 psf > > 439 631 Ch = 1.25 Fvh = 119 psi Fb 1625 psi Pa = 4050.5 psi Extra = 0 #/ft > > 0 0 Deflections > > LL = 0.05 in. = L / 1446 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.05 in. = L / 1515 0.541 % Totals > 899 1293 pieces 1 TL = 0.09 in. = L / 740 USE 4x6#1 (df #1) min. bearing= 0.41 inches RB -30 Use Girder Truss JOHNSON & NIELSEN ASSOCIATES Lot 843 at Job # 60-019 647 North Main St. Suite 48' The Enclave by LPM Riverside, California 92501 Date 06/17/99 Phone 909-686-5122 FAX 909-686-6752 Sheet P of > ver. 3-28-99 Retrieve/Save drive = _ _ C: work dir = 60-019 > wk4 Filespec: C:\J&NCALC\WORK\60-019\VERT.WK4 Load drive = C: filespec = vert RB-31 beam8 Beam - two uniform loads seperated by a point load sawn > > options: sawn, glb, tji, lams or steel 8-1-98 Span = 4.75 ft. a 2.38 ft. v=0 2.38 ft. sawnpro size grade area sect Inertia width depth Fb > I Ft > Mount loads > w1 P w2 Try» 6x6#1 (df #1) 30.25 27.73 76.3 5.50 5.50 1200 825 L.L. = 360 400 420 #/ft or 0 CID) = 1.25 fvh = 101 psi fb 1456 psi pa = 0 psi D.L. = 361 552 444 #/ft or # Ch = 1.25 Fvh = 119 psi Fb 1500 psi Pa '= 5586.3 psi R1 Momn't. R2 Deflections > > LL = 0.05 in. = L/ 1157 combined stress L.L. = 1091 1575 1162 # or ft.# Number of DL = 0.06 in. = L/ 1032 0.971 % D.L. = 1182 1790 1280 # or ft.# pieces 1 TL = 0.10 in. = L / 546 Totals 2273 = 3365 2442 # or ft.# USE 6x6#1 (df #1) min. bearing= 0.37 .inches RB-32 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lams or steel 11-2-98 Span = 16.00 ft. T.A. = 256 sq. ft. sawnpro size grade area sect Inertia width depth Fb > i Ft > mount trib = 16.00 ft. React. Momn't. Try > > 6x14ss sel struc 74.25 167.06 1127.7 5.50 13.50 1579 950 L.L. = 20.0 psf >> 2560 10240 CID) = 1.25 fvh = 101 psi fb 1668 psi pa= 0 psi D.L. = 19.1 psf >> 2445 9779 Ch = 1.25 Fvh = 119 psi Fb 1974 psi Pa= 2966.3 psi Extra = 100 #/ft > > 800 3200 Deflections > > LL = 0.26 in. = L / 734 combined stress (dead line load) _ _ _ _ _ _ _ _ _ = Number of DL = 0.33 in. = L / 579 0.845 % Totals > 5805 23219 pieces 1 TL = 0.59 in. = L / 324 USE •6x14ss sel struct min. bearing= 1.69 inches Avg. int. wall dl = 6.6 psf 11197 # total (both directions) Total mass = 59290 # cdxwall SHEAR PANEL TABLES UBC Table 23-13-I-1 Allowable shear for wind or seismic forces for CD -X Plywood or 2 -M -W Particle board with 2x (or 3x) studs at 16"o.c. 3/8" sheathing with 8d nails table38 Wall type Allowable load per foot Sheathing. Fastening Default bolt spacing Ab= 5208 sq.fL x% 1.00 = A B C D E F 72.5 90 260 380 490 640 /Y' /8" stuc 3/8" ply 3/8" ply 3/8" ply 3/8" ply 6d cooler 11 or 16 6" edges 4" edges 3" edges 2" edges 72"o.c. 72"o.c. 32"o.c. 24"o.c. 16"o.c. 16"o.c. 1/2" sheathing with 8d nails tablel8 Wall type Allowable load per foot Sheathing Fastening Default bolt spacing A B C D E F 72.5 90 260 380 490 640 /2 /8" shut 1/2" 1/2" 1/2" P16"o.c. 6d cooler11 or 16 6" ed es 4" edges 3" ed esd es 72"o.c. 72"o.c. 32"o.c. 24"o.c. 16"o.c. HDtable STUD ANCHORS & STRAPS sillbolt Holddown lookup table, Simpson 1998 ( 2000 psi concrete, 2 pours) HD # ubc table 100% Idsa table 80% All 1" JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60.019 0 :<>: 1250 647 North Main SL Suite 48 HPAHD2 by LPM :>:» ?: ?»>. Riverside, California 92501 PHD2 Date 04/08/2001 ::«:><:>< 3610 >>>> Phone 909-686-5122 FAX 909-686.6752 -4 Sheet 8 of :::>::>::::. 3748 98wdlaU.wk4 Save/Retrieve drive — C: work dir = 60-019 5-6-00 Filespec: C:V&NCALC\WORK\60-019\2001LAT.WK4 Load drive = C: filespec = 2D01LAT Frisch LOADS Governing code (UBC or CBC) UBC (97 UBC or 98 CBC) HDBA 7460 Seismic :' ; ; ;;.: >. 7460 ..................- Wind loading 4 Seismic Zone = 4 Z = 0.400 :: 9540 Wind speed = 70 mph Distance to faun = 16 km T = 0.160 (method A) V = Exposure = C Fault type = A C(a) = 0.44 UBC (30.4) = 0.727 W Ce = 1.13 - 4 Soil type = S(D) C(v) = 0.64 UBC (30-5) = 0.2D0 W (max.) Cq = 13 ..>..>«<> 13380 :::>.«<<`> Importance = 1.00 N(a) = 1.00 UBC (30.11) = 0.240 W (UBC default) qs = 12.6 psf R (table 16-N, item I.Ia.) = 5.5 N(v) = 1.00 UBC (30.7) = 0.058 W (min. - zone 4) q = 18.5 psf Use 0 ( UBC (30-11) = 1, UBC (30-4,5,6,7) = 0) UBC (30.6) = 0.048 W (min.) V= UBC (30-5) = 0.200 W / 1.4 = 0.143 W (max.) ASD level forces ROOF DIAPHGRAM Roof Diaphragm Loading (excludes parallel walls) Plan dimensions in "Y" direction = 55.00 ft. "Y"direction roof loadings Plan dimensions in "X" direction = 32.00 ft. Total wind = 7404 # = 231 # / fL governs Roof rise (plate to ridge) = 6.00 fL Total seismic = 6151 # = 192 # / ft. Sill to top plate height = 13.00 ft. Avg. number of interior walls = 3 (each direction) "X" direction roof loadings Roof dead load = 19.1 psf = 33616 # total Total wind = 12725 # = 231 # /ft. governs Avg. ext wall dl = 12.8 psf = 14477 # total (both directions) Total seismic = 7121 # = 129 # / ft. Avg. int. wall dl = 6.6 psf 11197 # total (both directions) Total mass = 59290 # cdxwall SHEAR PANEL TABLES UBC Table 23-13-I-1 Allowable shear for wind or seismic forces for CD -X Plywood or 2 -M -W Particle board with 2x (or 3x) studs at 16"o.c. 3/8" sheathing with 8d nails table38 Wall type Allowable load per foot Sheathing. Fastening Default bolt spacing Ab= 5208 sq.fL x% 1.00 = A B C D E F 72.5 90 260 380 490 640 /Y' /8" stuc 3/8" ply 3/8" ply 3/8" ply 3/8" ply 6d cooler 11 or 16 6" edges 4" edges 3" edges 2" edges 72"o.c. 72"o.c. 32"o.c. 24"o.c. 16"o.c. 16"o.c. 1/2" sheathing with 8d nails tablel8 Wall type Allowable load per foot Sheathing Fastening Default bolt spacing A B C D E F 72.5 90 260 380 490 640 /2 /8" shut 1/2" 1/2" 1/2" P16"o.c. 6d cooler11 or 16 6" ed es 4" edges 3" ed esd es 72"o.c. 72"o.c. 32"o.c. 24"o.c. 16"o.c. HDtable STUD ANCHORS & STRAPS sillbolt Holddown lookup table, Simpson 1998 ( 2000 psi concrete, 2 pours) HD # ubc table 100% Idsa table 80% ubc 'comer table ' 1" Min not r 'd 1 0 0 0 :<>: 1250 Single bolt in 2000 psi concrete 2x6 sill HPAHD2 :ts»» . 3180 :>>:> na2030 :>:» ?: ?»>. 2 PHD2 3610 .i..><.»::<:: 2888 ::«:><:>< 3610 >>>> 2050 -4 PHDS 4685 :::>::>::::. 3748 :::::>:::><::>: 4685 s .. z.;.. 1930 - 4 PHD6 5860 ::>::>::>::>:<>: 4688 =:>::::3>>:::>::: 5860 >::::>3::.>>::>:_ 1250 -4 HDBA 7460 :: < :%z:: >?.`> 5968 :' ; ; ;;.: >. 7460 ..................- 4 HD10A :: 9540 :>`«::>>:<:> 7632 ::>:>:Him:>::'?3 9540 -4 HD14A 11080 : >::>::>::::>::::> 8864 :>. >..» :. 11080:::3:#:><:»> - 4 HD20A ` 13380 10704 ..>..>«<> 13380 :::>.«<<`> -6 HD15 15305 ...>......< 12244 ...>.....<<: 15305 :.<>>< -6 stud 5208 sq. ft. UBC Table 25-I Allowable shear for wind or seismic forces for vertical diaphragms of lath and plaster or gypsum board assemblies Zone 4 (1/2 values indicated) 1/2" sheathing with 10d nails table110 - 2x4, in 6" min. stem K4 K4 K4 K6 K6 K6 K6 4 Sill Bolts Default bolt 5/8" 1.33 x 0.82 x 2x sill = 905 #/bolt Bolt size 1/2 5/8" 1 Bolt values in pounds 3/4" 1 7/8" 1" Single bolt in 2000 psi concrete 2x4 sill 625 1630 1300 1280 1250 Single bolt in 2000 psi concrete 2x6 sill 1140 20201 1800 1750 1720 Single bolt in 1500 psi masonry 850 1330 1780 1920 2050 Sin le cantilevered sill bolt in 2x sill plate 580 830 1140 1515 1930 Minimum value from table above 580 830 1140 1280 1250 i awe oasea on pressure veawo nem-nr sm pians A B C416"o.c. E F 72.5 90 310 600 770 F " /8" stuc 1/2" 1/2" d 1/2" d Goole 11 or 16 6" ed es 3" ed es 1 2"ed es 1 o.c. 72"o.c.. 32"o.c. 16"o.c. 8"o.c. JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60-019 647 North Main St. Suite 48 by LPM Riverside, California 92501 Date 04/0k=l Phone 909-686-5122 FAX 909-686-6752 Sheet of 98wdlatl.wk4 Stud depth = work dir - 60-019 5.6.00 0 0 filespec = 2001LAT Frisch Redundancy factor for'X" direction walla 0 # 0 # Ab = 52DB sq.fL "X' base shear = 7120.9 # 0 # 0 # ri(max) = 0.7273 therefore p = 1.619 however 1.0<p<1:5 therefore p = 1.500 0 # 0 # ri(max) = 0.727 'X" shear wall - Llne A Trib. width = 10.00 ft. adj. % 'X' Wind F(x) = 2314 # x 0.900 + added wind = 0 # = total'X' wind = "X'seismic F(x)= 1295 # x 1.750 + added seismic = 0 # = total 'X" seismic = Total wall length 6.00 ft. x p = Stud depth = 5.5.1n. Uplift 0 0 TABLE 18 1 Use wall type F USE 1/2" pWd (CD -X) sheathing with 8d nails 2082 # One side v wail = ------ 566 #/ ft. 2' edges, 12' field 640 # / ft. 2266 # 5/8- bolts @ 16 " o.c. 679 # ft. 3399 # governs requires 3x sill plate & joint studs Wall location Left lintel Wall length Right lintel Footing data trib rf dl 4.00 0.00 ft. 0.00 ft. 0.00 ft. int./ext.= 0/1• Trib. dead load = 76 #/fL 76 #/fL 76 #/ft. wall loc. 1 Wall dead load = 77 #/ft. 166 #/fL 77 #/ft. 14 in. Wall ht left right 13.00 ft. Uplift 0 0 Resisting couple reduction Jamb dead load 0 # 0 # added down load (-) 0 # 0 # Gross down load 0 # 0 # Net uplift - 0.85 x dl = 0 # 0 # not 'd. not 'd. Top rebar = 0.00 sq.ins. 0.00 sq.ins. Bott. rebar = 0.00 sq.ins. 0.00 sq.ins. Wall location. Left lintel Wall length Right lintel trib if dl 4.00 0.00 ft. 6.00 ft. 0.00 ft. Int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. wall loc. 1 Wall dead load = 77 #/ft. 166 #/ft. 77 #/ft. left right Uplift 8416 8416 Jamb dead load -728 # -728 # added down load (-) 0 # 0 # Gross down load -9144 # -9144 # Net uplift - 0.85 x dl = 7797 # 7797 # HD10A HD10A Top rebar = 0.89 sq.ins. 0.89 sq.ins. Bott. rebar = 0.30 sq.ins. 0.30 sq.ins. Wall ht v wall = 13.00 ft. 566 #/ft. too tall Resisting couple reduction 9 ins. min. stud thickness = 0.0 ins. (based on T to grain bearing ) Footing data Footing data Fla) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. Wall ht v wall = 13.00 ft. 566 #/ft. too tall Resisting couple reduction 9 ins. min. stud thickness = 2.7 ins. (based on T to grain bearing ) Footing data Fla) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. ri= 0.530 ri= 0.530 JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60-019 647 North Main St. Suite 48 by LPM Riverside, California 92501 Date 04/08/2001 Phone 909-686-5122 FAX 909-686-6752 Sheet to of 98wdiatl.wk4 work dir - 60-019 5-6-00 filespec = 2001LAT Use redundant cantilevered columns at line A, V = 5/8 of shear In line A x 5.5 / 2.2 8.5 ksi = 4.3 kips / inch weld on cantcol Col ht 13.00 ft stlprop size grade area Sxx I xx r xx S yy Iyy r yy width depth t flg V = 3.5 kips Try >> W16x40 36 11.80 64.7 518.0 28.90 8.3 28.9 1.57 7.00 16.01 0.51 DL = 0.000 kips 0.19 2.4 2.7 2.4 kips/ inch 8.208 kips/ inch 1/4 = 0.25 LL = .0.000 kips 3.2 kips/ inch 5/16 = 0.31 4.0 4.5 4.0 kips /inch 0.25 decimal fraction of live load to Include in design KI/r = 10.796 Fa (E2-1) = 21.1 ksi fa / Fa = 0.000 1.33 short term stress factor (bending) Cc = 126.1 Fa (E2-2) = 1281.3 ksi fb / Fb = 0.297 DESIGN LOAD = 0 kips 27.6 # fa = . 0.000 ksi number of bolts 2 K = 2.00 from table c-al(pp 5-135) M = 46.023 ft. kips Fb(0.6Fy)= 28.7 ksi Use 1" dia. bolts 0.297 xx axis to Investigate therefore fb = 8.536 ksi P(allow) = 249.2 ksi OK 20.00 ins. boc Sxx rxx deflection = 0.30 in. - L / 523 O.K. Applied moment = 46.0 ft.kips 518 64.7 28.9 0.9831 sq. ins., top and bottom design % = 0.63 each side of col. Use 2 - #7 cont top and bottom duration factor = Base plate welding fb = 8.5 ksi = 4.3 kips / inch weld on 2 sides = 2.2 kips / inch / side ( tubes and pipes and only be fillet welded on 1 side ) Fy ( base metal = 36 ksi - Fy (filler) = 60 ksi fillet sizes capacity = filler base min. Partial penetration - 45 degree ( t - 1/8 ) 3/16 = 0.19 2.4 2.7 2.4 kips/ inch 8.208 kips/ inch 1/4 = 0.25 3.2 3.6 3.2 kips/ inch 5/16 = 0.31 4.0 4.5 4.0 kips /inch 3/8 = 0.38 4.8 5.4 4.8 kips / inch Bolt tension Base plate bolt couple = 20.00 ins. bolt offset = 2.00 in. total tension = 27.6 # plate moment = 55.2 in. # number of bolts 2 thickness = 0.96 Use V thick base plate tension per bolt 13.8 #/bolt Use 1" dia. bolts Grade beam footing at cantilevered columns width = 1.00 ft. eff. depth = 20.00 ins. depth = 2.00 ft. Fy = 60 ksi Applied moment = 46.0 ft.kips As = 0.9831 sq. ins., top and bottom design % = 0.63 each side of col. Use 2 - #7 cont top and bottom duration factor = 1.33 JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60-019 647 North Main St Suite 4B by LPM Riverside California 92501 Date 04/08/2001 Phone _909-686-5122 FAX 909486-6752 Sheet 1 of 98wdlatl.wk4 work dir = 60-019 5-6-00 filespec = 2001LAT W shear wall - Unes 8 & C Trib. width = 12.00 fL adj. % TABLE 18 1 Use wall 4W D 'X- Wind F(x) = 2776 # x 1.000 USE 1/2" pWd (CD -X) sheathing with 8d nails + added wind = 0 # = total "X" wind = 2776 # One side v wall = ------ 266 #/ ft. "X"seismic F(x)= 1554 # x 1.750 4" edges, 12" field 380 # / ft. + added seismic = 0 # = total "X" seismic = 2719 # 5/8' bolts @ 24 " o.c. 453 # ft. Total wall length 1533 ft. x p = 4078 # governs requires 3x sill plate & joint studs Stud depth = 5.5 in. Wall location, Une B Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 6.00 ft. 0.00 ft. 11.33 ft. 266 #/ft. ri= 0.249 lnt./ext= 0/1 Trib. dead load = 76 #/ft. 76 #/fL 76 #/fL Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/fL 9 Ins. left right Uplift 3445 3445 min. stud thickness = 1.2 ins. Jamb dead load -664 # -664 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -4109 # -4109 # Footing data Net uplift - 0.85 x dl = 2880 # 2880 # F(a) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.12 sq.ins. 0.12 sq.ins. depth = 1.50 ft. Bott. rebar = 0.06 sq.ins. 0.06 sq.ins. eff. depth = 14 in. Wall location, Line C @ Atelier Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.06 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft. 266 #/ft. ri= 0.249 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wail loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF1148 Uplift 3014 3014 min. stud thickness = 1.0 ins. Jamb dead load -443 # -443 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -3457 # -3457 # Footing data Net uplift - 0.85 x dl = 2638 # 2638 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.10 sq.ins. 0.10 sq.ins. depth = 1.50 ft. Bott. rebar = 0.04 sq.ins. 0.04 sq.ins. eff. depth = 14. in. Wall location, Une C @ vestibule/F.P. Left lintel Wall length Right lintel Wall ht v wall = Crib rf dl 4.00 0.00 ft. 5.33 ft. 0.00 ft. 13.00 ft. 266 #/ft. ri= . 0.249 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wail loc. 1 Wall dead load .= 77 #/ft. 166 #/fL 77 #/ft. 0 ins. left right Use HF1364 Uplift 3458 3458 min. stud thickness = 1.2 ins. Jamb dead load -647 # -647 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -4106 # -4106 # Footing data Net uplift - 0.85 x dl = 2908 # 2908 # F(a) soil = 1000 psf ' width = 1.00 ft. Top rebar- 0.12 sq.ins. 0.12 sq.ins. depth = 1.50 ft. Bots. rebar = 0.06 sq.ins. 0.06 sq.ins. eff. depth = 14 in. JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave 'Job # 60.019 647 North Main St. Suite 4B by LPM Riverside, California 92501 Date 04/08/2001 Phone 909-686-5122 FAX 909-686-6752 Sheet (/l of 98wdlaU.wk4 work dir - 60-019 5-6-00 filespec = 2001LAT "X" &hear wall - Une D Trib. width = 14.00 ft. adj. % TABLE 18 1 Use wall D 'X" Wind F(x) = 3239 # x 1.000 USE 1/2" pWd (CD -X) sheathing with 8d nails . + added wind = 0 # =. total 'X" wind = 3239 # One side v wall = ------ 337 "X"seismic F(x)= 1813 # x 2.150 4" edges, 12" field 380 + added seismic = 0 # = total "X" seismic = 3897 # S/8- bolts @ 24 " o.c. 453 # ft Total wall length 1793 ft. x p = 5846 # governs requires 3x sill ate & joint stu s Stud depth = 5.5 in. left right ri= 0.316 ri= 0.316 ri= 0.316 Wall location, Line D.5 Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 6.00 ft. 0.00 ft. 11.33 ft. 337 #/ft. int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/fL 9 ins. left right Uplift 4368 4368 min. stud thickness = 1.5 ins. Jamb dead load -664 # -664 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -5032 # -5032 # Footing data Net uplift - 0.85 x dl = 3803 # 3803 # F(a) soil = 1000 psf PHDS PHDS width = 1.00 ft. Top rebar = 0.21 sq.ins. 0.21 sq.ins. depth = 1.50 ft. Bott. rebar = 0.09 sq.ins. 0.09 sq.ins. eff. depth = 14 in. Wall location, Line D.4 Left lintel Wall length Right lintel Wall ht v wall trib rf dl 4.00 0.00 ft. 5.33 ft. 0.00 ft. 12.00 ft. 337 #/ft. int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 64 #/ft. 154 #/ft. 64 #/ft. 0 ins. left right Use HF1264 Uplift 4048 4048 min. stud thickness = 1.4 ins. Jamb dead load -613 # -613 # (based on T to grain bearing ) added down load () 0 # 0 # Gross down load -4661 # -4661 # Footing data Net uplift - 0.85 x dl = 3527 # 3527 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.18 sq.ins. 0.18 sq.ins. depth = 1.50 ft. Bott. rebar = 0.08 sq.ins. 0.08 sq.ins. eff. depth = 14 in. Wali location, Line D @ vestibule Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 6.00 ft. 0.00 ft. 11.33 ft. 337 #/ft. int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right Uplift 4368 4368 min. stud thickness = 1.5 ins. Jamb dead load -664 # -664 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -5032 # -5032 # Footing data Net uplift - 0.85 x dl = 3803 # 3803 # F(a) soil = 1000 psf PHD5 ' PHD5 width = 1.00 ft. Top rebar = 0.21 sq.ins. 0.21 sq.ins. depth = 1.50 ft. Bott. rebar = 0.09 sq.ins. 0.09 sq.ins. eff. depth = 14 in. ri= 0.316 ri= 0.316 ri= 0.316 'X' shear wall - Llne E Trib. width = 17.00 ft. adj. % TABLE 18 1 Use wall type F "X" Wind F(x) = JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60.019 + added wind = 647 North Main St. Suite 48 by LPM "X"seismic F(x)= Riverside, California 92501 .Date 04/08/2001 + added seismic = Phone 909-686-5122 FAX 909-686-6752 Sheet of Total wall length ----- ----- ----- 98wdlatl.wk4 requires 3x sill plate & joint studs - work dir - 60-019 5.6-00 filespec = 2001LAT 'X' shear wall - Llne E Trib. width = 17.00 ft. adj. % TABLE 18 1 Use wall type F "X" Wind F(x) = 3933 # x 1.000 USE 1/Z" pWd (CD -X) sheathing with 8d nails 0.00 ft. + added wind = 0 # = total "X" wind = 3933 # governs One side v wall = ------ 492 #/ ft. "X"seismic F(x)= 2201 # x 1.000 2" edges, 12" field 640 # / ft. + added seismic = . 0 # = total "X" seismic = 2201 # 5/8- bolts @ 16 " o.c. 679 # ft. Total wall length 8.00 ft. x p = 3302 # requires 3x sill plate & joint studs Jamb dead load Stud depth = 5.5 in. added down load O Wall ht v wall = 11.33 ft. 492 #/ft. too tall Resisting couple reduction 0 ins. Use HF1148 min. stud thickness = 1.8 ins. (based on T to grain bearing ) Footing data F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. Wall ht v wall = 11.33 ft. 492 #/ft. boo tall Resisting couple reduction 0 ins. Use HF1148. min. stud thickness = 1.8 ins. (based on T to grain bearing ) Footing data F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. ri= 0386 ri= 0.386 "X" shear wall - Llne F Trib. width = Wall location, Line E Left lintel Wall length Right lintel 'x" Wind F(x) = trib rf dl 4.00 0.00 ft. 4.00 ft. 0.00 ft. Int./ext.= 0/1 Trib. dead load = 76 #/fL 76 #/ft. 76 #/ft. wall loc. 1 Wall dead load = 55 #/fL 145 #/ft. 55 #/R. 1036 # x 1.000 6" edges, 12" field left right + added seismic Uplift 5570 5570 Jamb dead load -443 # -443 # added down load O 0 # . 0 # Gross down load -6013 # -6013 # Net uplift - 0.85 x dl = 5194 # 5194 # Top rebar = 1133 ft. 039 sq.ins. 039 sq.ins. Trib. dead load = 76 #/fL 76 #/ft. 76 #/ft. Bott. rebar = 0.13 sq.ins. 0.13 sq.ins. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. Wall location, Line E.2 Left lintel Wall length Right lintel trib rf dl 4.00 0.00 ft. 4.00 ft. 0.00 ft. int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. Gross down load -3999 # -3999 # left right Uplift 5570 5570 Jamb dead load -443 # -443 # added down load (-) 0 # 0 # Gross down load -6013 # -6013 # Net uplift - 0.85 x dl = 5194 # 5194 # Top rebar = 0.39 sq.ins. 039 sq.ins. Bott. rebar = 0.13 sq.ins. 0.13 sq.ins. Wall ht v wall = 11.33 ft. 492 #/ft. too tall Resisting couple reduction 0 ins. Use HF1148 min. stud thickness = 1.8 ins. (based on T to grain bearing ) Footing data F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. Wall ht v wall = 11.33 ft. 492 #/ft. boo tall Resisting couple reduction 0 ins. Use HF1148. min. stud thickness = 1.8 ins. (based on T to grain bearing ) Footing data F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. ri= 0386 ri= 0.386 "X" shear wall - Llne F Trib. width = 8.00 ft. adj. % TABLE 18 1 Use wall type C 'x" Wind F(x) = 1851 # x 1.000 USE 1/2" pWd (CD -X) sheathing with 8d nails + added wind = 0 # = total "X" wind = 1851 # governs One side v wall = ------ 253 #/ ft. "X"seismic F(x)= 1036 # x 1.000 6" edges, 12" field 260 # / ft. + added seismic = 0 # = total "X" seismic = 1036 # 5/8" bolts Q. 40 " o.c. 272 # /ft. Total wall length 7.33 ft. x p = 1554 # Stud depth = 5.5 in. Wall location, Line F Left lintel Wall length Right lintel Wall ht .. v wall = trib rf dl 4.00 0.00 ft. 7.33 ft. 0.00 ft. 1133 ft. 253 #/ft. ri= 0.198 int./ext.= 0/1 Trib. dead load = 76 #/fL 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right Uplift 3187 3187 min. stud thickness = 1.2 ins. Jamb dead load -812 # -812 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -3999 # -3999 # Footing data . Net uplift - 0.85 x dl = 2497 # 2497 # F(a) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.09 sq.ins. 0.09 sq.ins. depth = 1.50 ft. BotL rebar = 0.06 sq.ins. 0.06 sq.ins. eff. depth = 14 in. JOHNSON & NIELSEN ASSOCIATES'Project Lot #43 at The Enclave Job # 60019 647 North Main St. Suite 48 by LPM • Riverside, California 92501 Date 04 08/2001 ---_- Phone 909-686-5122 FAX 909-686-6752 Sheet of 98wdlaU.wk4 work dir = 60-019 5-6-00 filespec = 2DOILAT "X" shear wall - Une G Trib. width = 15.00 ft. adj. % TABLE 18 1 Use wall type E "X" Wind F(x) = 3471 # x 1.000 USE 1/2" pWd (CD-X) sheathing with 8d nails . + added wind = 0 # = total "X" wind = 3471 # governs One side v wall = ------ 434 #/ ft. 'X"seismic F(x)= 1942 # x 1.188 3" edges, 12" field 490 # / ft. + added seismic = 0 # = total "X" seismic = 2307 # 5/8- bolts ® 16 " o.c. 679 # ft. Total wall length 8.00 ft. x p = 3461 # requires 3x sill plate & joint studs Stud depth = 5.5 in. Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft. 434 #/ft. ri= 0.405 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/fL 55 #/ft. 0 ins. left right Use HF1148 Uplift 4915 4915 min. stud thickness = 1.6 ins. Jamb dead load -443 # -443 # (based on T to grain bearing ) added down load () 0 # 0 # Gross down load -5358 # -5358 # Footing data Net uplift - 0.85 x dl = 4539 # 4539 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.30 sq.ins. 0.30 sq.ins. depth = 1.50 ft. Bott. rebar = 0.10 sq.ins. 0.10 sq.ins. eff. depth = 14 in. Left lintel Wall length Right lintel Wall ht v wall = Crib rf dl 4.00 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft. 434 #/fL ri= 0.405 Int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right; Use HF1148 Uplift 4915 4915 min. stud thickness = 1.6 ins. Jamb dead load -443 # -443 # (based on T to grain bearing ) added down load O 0# 0 # Gross down load -5358 # -5358 # Footing data Net uplift - 0.85 x dl = 4539 # 4539 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.30 sq.ins. 0.30 sq.ins. depth = 1.50 ft. Bott. rebar = 0.10 sq.ins. 0.10 sq.ins. eff. depth = 14 in. <> "X" shear wall - Une K Trib. width = 8.00 ft. adj. % TABLE 18 1 Use wall type D "X" Wind F(x) = 1851 # x 0.800 USE 1/2" plyw'd (CD-X) sheathing with 8d nails + added wind = 0 # = total "X" wind = 1481 # governs One side v wall = ------ 278 #/ ft. "X"seismic F(x)= 1036 # x 0.600 4" edges, 12" field 380 # / ft. + added seismic = 0 # = total "X" seismic = 621 # 5/8" bolts @ 24 " o.c. 453 # /ft. Total wall length 5.33 ft. x p = 932 # requires 3x sill plate & joint studs Stud depth = 5.5 in. Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 5.33 ft. 0.00 ft. 11.33 ft. 278 #/ft. n= 0.164 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wall loc.. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF1148 Uplift 3148 3148 min. stud thickness = 1.1 Ins. Jamb dead load -590 # -590 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -3738 # -3738 # Footing data Net uplift - 0.85 x dl = 2646 # 2646 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.10 sq.ins. 0.10 sq.ins. depth = 1.50 ft. Bott. rebar = 0.05 sq.ins. 0.05 sq.ins. eff. depth = 14 in. JOHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60.019 647 North Main St. Suite 48 by LPM Riverside, California 92501 Date 04/08/2001 Phone 909-686-5122 FAX 909-686-6752 Sheet ��! -- of ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- - 98wdlaU.wk4 work dir - 60-019 5.6-00 filespec = 2001LAT "X" shear wall - Llne 7 Trib. width = 21.00 fL adj. % TABLE 18 1 Use wall type D "X* Wind F(x) = 4859 # x 1.000 USE 1/2" pWd (CD -X) sheathing with 8d nails + added wind = 0 # = total "X" wind = 4859 # governs One side v wall = ------ 304 #/ ft. "X"seismic F(x)= 2719 # x 1.000 4" edges, 12" field 380 # / ft. + added seismic = 0 # = total "X" seismic = 2719 # 5/8- bolts 0 24 "ox. 453 # ft. Total wall length 16.00 ft. x p = 4078 # requires 3x sill plate & joint studs Stud depth = 5.5 in. Left lintel Wall length Right lintel Wall ht v wall = Crib rf dl 4.00 0.00 fL 16.00 ft. 0.00 fL 11.33 ft 304 #/fL ri= 0.239 Int./ext= 0/1 Trib. dead bad = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead bad = 55 #/ft. 145 #/ft. 55 #/fL 9 ins. left right Uplift 3610 3610 min. stud thickness = 1.6 ins. Jamb dead load -1771 # -1771 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -5381 # -5381 # Footing data Net uplift - 0.85 x dl = 2104 # 2104 # F(a) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.06 sq.ins. 0.06 sq.ins. depth = 1.50 ft. Bott. rebar = 0.10 sq.ins. 0.10 sq.ins. eff. depth = 14 in. 'X" shear wall - Llne H Trib. width = 12.00 ft. adj. % TABLE 18 1 Use wall type "X" Wind F(x) = 2776 # x 1.000 USE NG + added wind = 0-# = total "X" wind = 2776 # governs One side v wall =, ------ 925 #/ ft. -X'seismic F(x)=' 1554 # x 1.000 NG 0 # / ft. + added seismic = 0 # = total '9C' seismic = 1554 # . 5/8" bolts 0 ERR " o.c. ERR Total wall length 3.00 ft. x p = 2330 # Stud depth = 5.5 in. Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 1.50 ft. 0.00 ft. 11.33 ft. 925 #/ft. ri= 0.727 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction . wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft.. 55 #/ft. 0 ins. left right Use HF818 Uplift 10486 10486 min. stud thickness = 3.1 ins. Jamb dead load -166 # -166 # (based on T to grain bearing) added down load (-) 0 # 0 # Gross down load -10652 # -10652 # Footing data Net uplift - 0.85 x dl = 10344 # :10344 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.89 sq.ins. 0.89 sq.ins. depth = 2.00 ft. -Bott. rebar = 0.28 sq.ins. 0.28 sq.ins. eff. depth = 20 in. Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 1.50 ft. 0.00 ft. 11.33 ft. 925 #/ft. ri= 0.727 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF818 Uplift 10486 10486 min. stud thickness = 3.1 ins. Jamb dead load -166 # -166 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -10652 # -10652 # Footing data Net uplift - 0.85 x dl = 10344 # 10344 # F(a) soil = 1000 Psf width = 1.00 ft. Top rebar = 0.89 sq.ins. 0.89 sq.ins. depth = 2.00 ft. Bott. rebar = 0.28 sq.ins. 0.28 sq.ins. eff. depth = 20 in. OHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave .Job # 60.019 7 North Main St Suite 4B by . LPM er:ide, California 92501 Date 04/08/2001 hone 909-686-5122 FAX 909-686-6752 Sheet '(p of 98wdlatl.wk4 work dir = 60-019 5.6-W filespec = 2AOILAT Frisch Redundancy factor for "Y' direction walls Ab = 5208 sq.fL "Y' base shear = 6151.3 # ri(max) = 0.6055 therefore p = 1.542 however 1.0<p<l.5 therefore p = 1.500 ri(max) = 0.605 'Y' shear wall - Une 1 Trib. width = 15.50 ft. adj. % TABLE 110 1 Use wall type E 'Y- Wind F(x) = 3586 # x 0.900 USE 1/2" pWd (CD -X) sheathing with 10d nails + added wind = 0 # = total "Y" wind = 3228 # One side v wall = ------ 559 #/ ft. 'Y"seismic F(x)= 2980 # x 1.000 3" edges, 12" field 600 # / ft. + added seismic = 0 # = total "Y" seismic = 2980 # 5/8' bolts ® 16 " o.c. 679 #-/ft Total wall length 8.00 ft x p = 4469 # governs requires 3x sill plate & joint studs Stud depth = 5.5 in. <> Wall location Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 9.00 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft 559 #/ft. ri= 0.605 Int./ext= 0/1 Trib. dead load = 172 #/ft. 172 #/ft. 172 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/fL 0 ins. left right Use HF1148 Uplift 6330 6330 min. stud thickness = 2.0 ins. Jamb dead load -634 # -634 # (based on T to grain bearing ) added down load O. 0# 0 #' Gross down load -6964 # -6964 # Footing data Net uplift - 0.85 x dl = 5791 # 5791 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.49 sq.ins. 0.49 sq.ins. depth = 1.50 ft. Bott. rebar = 0.17 sq.ins. 0.17 sq.ins. eff. depth = 14 in. <> Wall location Left lintel Wali length Right lintel Wall ht v wall = trib if dl 9.00 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft. 559 #/ft. ri= 0.605 int./ext.= 0/1 Trib. dead load = 172 #/ft. 172 #/ft. 172 #/ft... too tall Resisting couple reduction Wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF1148 Uplift 6330 6330 min. stud thickness = 2.0 ins. Jamb dead load -634 # -634 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -6964 # -6964 # Footing data Net uplift - 0.85 x dl'= 5791 # 5791 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.49 sq.ins. 0.49 sq.ins. depth = 1.50 ft Bott. rebar = 0.17 sq.ins. 0.17 sq.ins. eff. depth = 14 in. 0' SON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave - Job # 60-019 7 North Main St. Suite 48 by LPM erside, California 92501 Date 04/08/2001 hone 909-686-5122 FAX 909-686-6752 Sheet ( of 98wdlatl.wk4 work dir — 60-019- 5-6-00 filespec = 2DOILAT "Y" shear wall - Une 2 Trib. width = 25.00 ft. adj. % TABLE 110 1 Use wall type D "Y" Wind F(x) = 5784 # x 1.000 USE 1/2" pWd (CD -X) sheathing with 10d nails + added wind = 0 # = total ".Y" wind = 5784 # One side v wall = ------ 423 #/ ft. "Y"seismic F(x)= 4806 # x 0.900 4" edges, 12" field 460 # / ft. + added seismic = 0 # = total "Y" seismic = 4325 # 5/8- bolts @ 16 " o.c. 679 # ft. Total wall length 15.33 ft. x p = 6488 # governs requires 3x sill plate & joint stu s Stud depth = 5.5 in. Wall location Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 9.00 0.00 ft. 10.00 ft. 0.00 ft. 11.33 ft. 423 #/fL ri= 0.459 Int./ext.= 0/1 Trib. dead load = 172 #/ft. 172 #/ft. 172 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right Uplift 5184 5184 min. stud thickness = 2.0 ins. Jamb dead load -1585 # -1585 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -6768 # -6768 # Footing data Net uplift - 0.85 x dl = 3837 # 3837 # Fla) soil = 1000 psf PHD5 PHD5 width = 1.00 ft. Top rebar = 0.21 sq.ins. 0.21 sq.ins. depth = 1.50 ft. Bott. rebar = 0.16 sq.ins. 0.16 sq.ins. eff. depth = 14 in: Wall location Left lintel Wall length Right lintel Wali ht v wall = trib rf dl 9.00 0.00 ft. 5.33 ft. 0.00 ft. 11.33 ft. 423 #/ft. ri= 0.459 int./ext.= 0/1 Trib. dead load = 172 #/ft. 172 #/ft. 172 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF1164 Uplift 4795 4795 min. stud thickness = 1.7 ins. Jamb dead load -845 # -845 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -5640 # -5640 # Footing data Net uplift - 0.85 x dl = 4077 # 4077 # Fla) soil = 1000 psf width = 1.00 ft. Top rebar = 0.24 sq.ins. 0.24 sq.ins. depth = 1.50 ft. Bott. rebar = 0.11 sq.ins. 0.11 sq.ins. eff. depth = 14 in. OHNSON & NIELSEN ASSOCIATES Project Lot #43 at The.Enclave Job # 60-019 7 North Main St. Suite 4B by LPM verside, California 92501 Date 04 08/2001 hone 909-65122 FAX 909-686-6752 86- Sheet `$ of 98wdlatl.wk4 work dir - 60-019 5-6-00 filespec = 2001LAT 'Y" &hear wall - Unes 3 & 4 Trib. width = 27.00 ft. at. % TABLE 110 1 Use wall type D . 'Y" Wind F(x) = 6247 # x 1.000 USE' 1/2" pWd (CD-X) sheathing with 10d nails + added wind = 0 # = total "Y" wind = 6247 # One side v wall = ------ 389 #/ ft. "Y"seismic F(x)= 5190 # x 1.000 4" edges, 12" field 460 # / ft. + added seismic = 0 # = total "Y" seismic = 5190 # 5/8" bolts ® 16 " o.c. 679 # ft. Total wall length 20.00 ft. x p = 7785 # governs requires 3x sill plate & joint stu s - Stud depth = 5.5 in. Wall location, line 3 Left lintel Wall length Right lintel Wall ht v wall = Crib rf dl 4.00 0.00 ft. 9.00 ft. 0.00 ft. 13.00 ft. 389 #/ft. n= 0.422 Int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 77 #/ft. 166 #/ft. 77 #/ft. 9 ins. left right Uplift 5520 5520 min. stud thickness = 1.9 ins. Jamb dead load -1093 # -1093 # (based on T to grain bearing) added down load (-) 0 # 0 # Gross down load -6613 # -6613 # Footing data Net uplift - 0.85 x dl = 4592 # 4592 # F(a) soil = 1000 psf PHD5 PHDS width = 1.00 ft. Top rebar = 0.31 sq.ins. 0.31 sq.ins. depth = 1.50 ft. Bott. rebar = 0.16 sq.ins. 0.16 sq.ins. eff. depth = 14 in. Wall location, 0 line 3.9 Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 2.00 0.00 ft. 4.00 ft. 0.00 ft. 11.33 ft. 389 #/ft. ri= 0.422 int./ext.= 0/1 Trib. dead load = 38 #/ft. 38 #/ft. 38 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 10 ins. left right Use HF1148 Uplift 4410 4410 min. stud thickness = 1.4 ins. Jamb dead load -366 # -366 # (based on T to grain bearing ) added' down load (-) 0# 0 # Gross down load -4777 # -4777 # Footing data . Net uplift - 0.85 x dl = 4099 # 4099 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.24 sq.ins. 0.24 sq.ins. depth = 1.50 ft. Bott. rebar = 0.08 sq.ins. 0.08 sq.ins. eff. depth = 14 in. Wall location, 0 line 4 Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 2.00 0.00 ft: 7.00 ft. 0.00 ft. 11.33 ft. 389 #/ft. ri= 0.422 int./ext.= 0/1 Trib. dead load = 38 #/ft. 38 #/ft, 38 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right . Uplift 4940 4940 min. stud thickness = 1.6 ins. Jamb dead load -641 # -641 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -5581 # -5581 # Footing data Net uplift - 0.85 x dl = 4394 # 4394 # F(a) soil = 1000 psf PHD5 PHD5 width = 1.00 ft. Top rebar = 0.28 sq.ins. 0.28 sq.ins. depth = 1.50 ft. Bott. rebar = 0.11 sq.ins. 0.11 sq.ins. eff. depth = 14 in. . OHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave Job # 60-019 7 North Main St. Suite 48 by LPM erside, California 92501 Date 04/08/2001 hone 909-686-5122 FAX 909-686-6752 Sheet of ---- ---- ----- ----- ---- 98wdlatl.wk4 work.dir = 60-019 5-6-00 filespec = 2001LAT "Y" shear wall - Llnes 5, 6 & H Trib. width = 25.00 ft. at. % TABLE 110 1 Use wall type C "Y" Wind F(x) = 5784 # x 0.900 USE 1/2" pWd (CD -X) sheathing with 10d nails + added wind = 0 # = total "Y" wind = 5206 # One side v wall = ------ 191 #/ ft. "Y"seismic F(x)= 4806 # x 0.850 6" edges, 12" field 310 # / ft. + added seismic = 0 # = total "Y" seismic = 4085 # 5/8- bolts @ 32 : o.c. 339 # ft Total wall length 32.00 ft. x p = 6127 # governs Stud depth = 5.5 in. Wall location, Line 5 Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 2.00 0.00 ft. 4.00 ft. 00 ft. 11.33 ft. 191 #/fL ri= 0.208 int./ext.= 0/1 Trib. dead load = 38 #/ft. 38 #/fL 155 38 #/fL too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. #/ft. 0 ins. left right Use HF1148 Uplift 2169 2169 min. stud thickness = 0.7 ins. Jamb dead load -366 # -366 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -2536 # -2536 # Footing data Net uplift - 0.85 x dl = 1858 # 1858 # Fla) soil = 1000 Psf width = 1.00 ft. Top rebar = 0.05 sq.ins. 0.05 sq.ins. depth = 1.50 ft. Bott. rebar = 0.02 sq.ins. 0.02 sq.ins. eff. depth = 14 in. Wall location, Line 5 Left lintel Wall length. Right lintel Wall ht v wall = trib rf dl 2.00 0.00 ft. 5.00 ft. 0.00 ft. 11.33 ft. 191 #/ft. ri= 0.208 int./ext.= 0/1 Trib. dead load = 38 #/ft. 38 #/ft. 38 #/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 0 ins. left right Use HF1148 Uplift 2169 2169 min. stud thickness = 0.8 ins. Jamb dead load -458 # -458 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -2628 # -2628 # Footing data Net uplift - 0.85 x dl = 1780 # 1780 # F(a) soil = 1000 psf width = 1.00 ft. Top rebar = 0.05 sq.ins. 0.05 sq.ins. depth = 1.50 ft. Bott. rebar = 0.02 sq.ins. 0.02 sq.ins. eff. depth = 14 in. Wall location, Line 6 Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 15.00 ft. 0.00 ft. 11.33 ft. 191 #/ft. ri= 0.208 . int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right Uplift 2284 2284 min. stud thickness = 1.2 ins. Jamb dead load -1661 # -1661 # (based on T to grain bearing ) added down load () 0 # 0 # Gross down load -3944 # -3944 # Footing data Net uplift - 0.85 x dl = 872 # 872 # F(a) soil = 1000 psf FHPAHD22-2P HPAHD22-2P width = 1.00 ft. Top rebar = 0.01 sq.ins. 0.01 sq.ins. depth = 1.50 ft. Bott. rebar = 0.06 sq.ins. 0.06 sq.ins. eff. depth = 14 in. Wall location, Line H Left lintel Wall length Right lintel Wall ht v wall = trib rf dl 4.00 0.00 ft. 8.00 ft. 0.00 ft. 11.33 ft. 191 #/ft. ri= 0.208 int./ext.= 0/1 Trib. dead load = 76 #/ft. 76 #/ft. 76 #/ft. Resisting couple reduction wall loc. 1 Wall dead load, = 55 #/ft. 145 #/ft. 55 #/ft. 9 ins. left right Uplift 2394 2394 min. stud thickness = 1.0 ins. Jamb dead load -886 # -886 # (based on T to grain bearing ) added down load O 0 # 0 # Gross down load -3280 # -3280 # Footing data Net uplift - 0.85 x dl = 1641 # 1641 # F(a) soil = 1000 psf HPAHD22-2P HPAHD22-2P width = 1.00 ft. Top rebar = 0.04 sq.ins. 0.04 sq.ins. depth = 1.50 ft. Bott. rebar = 0.04 sq.ins. 0.04 sq.lns. eff. depth = 14 in. HNSON & NIELSEN ASSOCIATES project Liot #43 at The Enclive . ' Job # 60-019 7 North Main St. Suite 4B by LPM erside, California 92501 Date 04/08/2001 hone 909-686-5122 FAX 909-686-6752 Sheet 4v of 98wdlatl.wk4 work dir - . 60-019 5-6-00. filespec = 2001LAT 'Y" rehear wall - Una 7 1.1 ins. Trib. width = . 14.00 R adj. % TABLE 110 1 Use wall type E 'Y" Wind F(x) = 3239 # x 0.900 USE 1/2" p1yvW'd (CD -X) sheathing with 10d nails + .added wind = 0 # = total "Y" wind = 2915 # governs One side v wall = ------ 583 #/ R 'Y"seismic F(x)= 2691 # x 0.429 3" edges, 12" field 600 # / ft. + added seismic = 0 # = total 'Y" seismic = 1155 # 5/8" bolts @ 16 " o.c. 679 # ft. Total wall length 5.00 ft. x p = 1732 # requires 3x sill plate & joint stu s Stud depth = 5.5 in. 'Y" rehear wall - Una 8 1.1 ins. Wall location, Line 5 Left lintel Wall length Right lintel Trib. width = Wall location, Line 5 Left lintel Wall length Right lintel Wall ht v wall = "Y" Wind F(x) = trib rf dl 2.00 0.00 ft. 5.00 ft. 0.00 ft. 9.33 ft. 583 #/ft. ri= 0.375 Int./ext.= 0/1 Trib. dead load = 38 #/ft. 38 #/ft. 38 #/ft. 2082 # governs Resisting couple reduction wall loc. 1 Wall dead load = 30 #/ft. 119 #/FL 30 #/fL 9 ins. + added seismic = 0 # = left right 825 # 5/8" bolts @ 32 " o.c. 339 # /ft. Total wall length Uplift 6400 6400 min. stud thickness = 2.0 ins. - Jamb dead load -394 # -394 # (based on T to grain bearing ) added down load (-) 0 # 0 # Gross down load -6794 # -6794 # Footing data Net uplift - 0.85 x dl = 6065 # 6065 # F(a) soil = 1000 psf HDBA HDBA width = 1.00 ft. . Top rebar = 0.54 sq.ins. 0.54 sq.ins. depth = 1.50 ft. Bott. rebar = 0.16 sq.ins. 0.16 sq.ins. eff. depth = 14 in. 'Y" rehear wall - Una 8 1.1 ins. Wall location, Line 5 Left lintel Wall length Right lintel Trib. width = 10.00 ft. adj. % .191 #/ft. 191 #/ft. 191 #/ft. TABLE 110 1 Use wall type C "Y" Wind F(x) = 2314 # x 0.900 Uplift USE 1/2" plyw'd (CD -X) sheathing with 10d nails + added wind = . 0 # = total '1l" wind = 2082 # governs One side v wall = ------ 130 #/ ft. "Y"seismic F(x)= 1922 # x 0.429 6" edges, 1Z'field 310 # /ft. + added seismic = 0 # = total "Y" seismic = 825 # 5/8" bolts @ 32 " o.c. 339 # /ft. Total wall length 16.00 ft. x p = 1237 # Stud depth = 5.5 in. Wall ht v wall = 9.33 ft. 130 #/ft. ri= 0.084 Resisting couple reduction 9 ins. min. stud thickness = 1.1 ins. Wall location, Line 5 Left lintel Wall length Right lintel trib rf dl 10.00 0.00 ft. 16.00 ft. 0.00 ft. int./ext.= 0/1 , Trib. dead load = .191 #/ft. 191 #/ft. 191 #/ft. wall loc. 1 Wall dead load = 30 #/ft. 119 #/ft. 30 #/ft. 1.50 ft. left right Uplift 1274 1274 Jamb dead load -2483 # -2483 # added down load () 0 # 0 # Gross down load -3757 # -3757 # Net uplift - 0.85 x dl = -837 # -837 # not 'd. not reqd.' Top rebar = 0.01 sq.ins. 0.01 sq.ins. Bott. rebar = 0.05 sq.ins. 0.05 sq.ins. Wall ht v wall = 9.33 ft. 130 #/ft. ri= 0.084 Resisting couple reduction 9 ins. min. stud thickness = 1.1 ins. (based on T to grain bearing ) Footing data F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. walldefl Check deflection of shear walls per UBC standard 23-2, section 23.223 delta = 8vh^3/EAb+vh/GT+0.75he(n)+hd(a)/b = 0.584 in. NN L/ 247 = chord stretch + panel shear deflection+ nail deformation + hold down slip = chord stretch + panel shear deflection+ nail deformation + hold down slip 0.205 + 0.181 + 0.502 = 0.959 in.' d OHNSON & NIELSEN ASSOCIATES Project Lot #43 at The Enclave 0.130 + 0.166 + 0.162 = 0.584 in. Note: This wall Is stiffer than code acceptable wall below Job # 60.019 3.33 ft., shear panel width 7 North Main St. Suite 4B h = 12.00 ft., shear panel height by LPM t = verside, California 92501 load per nail = 122 # V = Date 04/ 0/2001 e(n) = hone 909.686-5122 FAX 909.686-6752 0.045 in., interpolated strain in hold down anchor bolt from manuf. table Hold down force = 5836 # ( multiply by 2 for double sheathed walls Sheet /1 of 12.25 sq. ins., Jamb cross sectional area 98wdlatl.wk4 E = 1E+06 psi, modulus of elasticity of jamb members work dir — 60-019 5-6-00 0.018 in., from UBC table 23-2-K filespec = 2001LAT "Y" shear wall - Une 9 Trib. width = 7.00 ft adj. 96 TABLE 110 1 Use wall type E "Y" Wind F(x) = 1620 # x 1.000 USE 1/2" plyw'd (CD -X) sheathing with 10d nails + added wind = 0 # = total "Y" wind = 1620 # governs One side v wall = ------ 486 #/ ft. "Y"seismic F(x)= 1346 # x 0.438 3" edges, 12" field 15/8" 600 # / ft. + added seismic = 0 # = total "Y" seismic = 589 # bolts ® 16 " o.c. 679 # / ft. Total wall length 3.33 ft. x p = 883 # requires 3x sill plate & joint studs Stud depth = 5.5 in. Wall location, Line 5 Left lintel Wali length Right lintel Wall ht v wall = trib rf dl 10.00 0.00 ft. 3.33 ft. 0.00 ft. 12.00 ft. 486 #/ft. ri= 0.287 int./ext.= 0/1 Trib. dead load = 191 #/ft. 191 #/ft. 191 #/ft. too tali Resisting couple reduction wall loc. 1 Wall dead load = 64 #/ft. 154 #/ft. 64 #/ft. 9 ins. left right Uplift 7533 7533 min. stud thickness = 2.4 ins. Jamb dead load -574 # -574 # (based on T to grain -bearing ) added down load O 0 # 0 # Gross down load -8107 # -8107 # Footing data Net uplift - 0.85 x dl = 7045 # 7045 # F(a) soil .= 1000 psf HD8A HDBA width = 1.00 ft. Top rebar = 0.72 sq.ins. 0.72 sq.ins. depth = 1.50 ft.. Bott. rebar = 0.23 sq.ins. 0.23 sq.ins. eff. depth = 14 in. walldefl Check deflection of shear walls per UBC standard 23-2, section 23.223 delta = 8vh^3/EAb+vh/GT+0.75he(n)+hd(a)/b = 0.584 in. NN L/ 247 = chord stretch + panel shear deflection+ nail deformation + hold down slip = chord stretch + panel shear deflection+ nail deformation + hold down slip 0.205 + 0.181 + 0.502 = 0.959 in.' 0.127 + 0.130 + 0.166 + 0.162 = 0.584 in. Note: This wall Is stiffer than code acceptable wall below where: b = 3.33 ft., shear panel width Nail size = 10d h = 12.00 ft., shear panel height Nail spacing =. 3 "o.c. t = 0.5 ins., shear wall sheathing thickness load per nail = 122 # V = 486 #/ft. per panel thickness ( divide by 2 for double sheathed panel ) e(n) = d(a) = 0.045 in., interpolated strain in hold down anchor bolt from manuf. table Hold down force = 5836 # ( multiply by 2 for double sheathed walls A = 12.25 sq. ins., Jamb cross sectional area E = 1E+06 psi, modulus of elasticity of jamb members e(n) = 0.018 in., from UBC table 23-2-K G = 90000 psi, from UBC table 23-2-3 Check deflection of shear wall with maximum load that meets code aspect ratio ( 2 to 1 ) delta = 8vh^3/EAb+vh/GT+0.75he(n)+hd(a)/b = 0.959 in. -- L/ 150 = chord stretch + panel shear deflection+ nail deformation + hold down slip 0.071 + 0.205 + 0.181 + 0.502 = 0.959 in.' where: b = 6.00 ft., shear panel widthNail size = 10d h = 12.00 ft., shear panel height Nail spacing = t = 0.5 ins., shear wall sheathing thickness load per nail = V = 770 #/ft. per panel thickness ( divide by 2 for double sheathed panel ) d(a) = 0.251 in., interpolated strain in hold down anchor bolt from manuf. table Hold down force = A = 19.25 sq. ins., Jamb cross sectional area E = IE+06 psi, modulus of elasticity of jamb members e(n) = 0.020 in., from UBC table 23-2-K G = 90000 psi, from UBC table 23-2-3 2 "o.c. 128 # 9240 # ( multiply by 2 for double sheathed walls Z,07 ¢3 1-7,-e eAe1M lAe JOB. NO. 6,0-4/9 JOHNSON AND -NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS BY '647 N. MAIN STREET, SUITE 4-13- DATE %23 02 RIVERSIDE, CALIFORNIA 92501 909-686-5122 FAX 909-686-6752 SHOF -14469 Col_"A4A1 _/Z> R.-,-,e_Ae_je v 1440y "CRAme C 4141a n I oco 6 D ZrA4eA',r rw T1 I Vey 3cr Q�pFESSIpN P. m 14 NO. -,4 EXP 3-2 _5_0&oo (k.2-.1760 OF C' SOOr, 1 Aboli 470 lot r50! v�) z. *It, �7 C� 43 7W,,e E.t ,cZAV& JOB. N0. ��c✓9 JOHNSON AND.NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS BY MD/� 647 N. MAIN STREET, SUITE 4-13' DATE ?.23-02. RIVERSIDE, CALIFORNIA 92501 909-686-5122 9 FAX 909-686-6752 SH 2 OF • GI�fGK ¢�t/1/�/1 �Mp,, '77z/ nJ[.� x . /CJ ,� til, = ire ., '� /,mac) 16,00 9 = �7 4 7,T W7, -moot 4275 T-5 2-7 5 32,G2 X2.8' C= y _ ?,f . 47.E > 5/3 2 •: � _ � 53 � .•rli3o �k. ` �i K�•n M ^X uye • lt4l• o. K /.P 2,z 4 "2 A nes 1. f - '� d l 7 a.r 4... � !.� .•L � .ti -J. .in rt � .•. 1 +>' +`.{ wwi. t L. M.+-.�- t�..... • i f6 `p, . i •— C u.�'y-: .�; . t '^'r •,C. s- `•,+� CA1 ,r •' .tom, 1 • •t. �- t. }i Lf 'A'YC'. ` Y1 R t . pp F-'.: ' ` ! •?a 1 pr , t.i,�y, 11 •(._' t`.. .. # ,. ; . . ..•`- �i JOHNSON AND NIELSEN ASSOCIATES doe. No. CONSULTING STRUCTURAL ENGINEERS BY MOS 647 N. MAIN STREET, SUITE 4-13' DATE 07^2- 3 RIVERSIDE, CALIFORNIA 92501 909-686-5122 • FAX 909-686-6752 SH OF g � t� z i,p;. .t �4 � '� y.'N 4� �`"` 1� } { a t � a i •- f� � .., � ! : � �. �.�. � �. jest '��y4 >,.• f .4 �`,a:si� � .�" �` -. � 2 1 ..1 r F `'i'-` � •-X �., s� f �:'�'- !I �' �. �, � a :.t �' �j,�. 4�1 � `wf at �F,..Tk.,. §'-.�{� l it� s ie �`� { t� w� � � �� .S� r.�»•��L >¢��v ��`�. Vit~ y '' pp k .. JOB. NO. 40-d/9 JOHNSON AND NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS BY M�f 647 N. MAIN STREET, SUITE 4-13' DATE '7'Z¢ -o2 RIVERSIDE, CALIFORNIA 92501 909-686-5122 FAX 909-686-6752 SH �' OF RYwaoo Rct:'F N, TRUSS 1Z Y-4- P.;, -.L K'Cr.. /6 G�" TYP V4. I ; '� BEAM M I� 1 ooZK 61rw os 1NICoxy-o �) - 1 ,a A'144<15 fe61l0eJV'--e JOB. NO. JOHNSON AND NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS NGINEERS BY 647 N. MAIN STREET, SUITE 4* -B'-. DATE RIVERSIDE, CALIFORNIA 92501 909-686-5122 o FAX 909-686-6752 SH—> OF Ap 20 70 �v 5/7g- /Wso-e Gk/0 ,D = //2.(70 7o) P, .16 ZZ4 -3 j- (f 3 7 6-2. r-04 04(4- Met 6w t L/"'r/4 A 4- x- � ji �7 �a 7.6-623 Begonia Way Palm Desert, CA. 92211 w: 'August 10,'2001 Greg Butler, Manager Building & Safety .Dept. County of Riverside P: Q. Box 1504 ; 78-495 Calle Tampico LaQuinta, CA. 92.253-1504 Subject: Enclave 0ountain ' Estates, Lot ..#43� 77-480° Loma- Vista LaQuinta, CA."92253.) Dear Mr. Butler: ' The purpose of this fetter is -to request a six month extension on my' building. plan clieck ,from the date of August 21, 2001. This is based on the untimely death of my husband, Donald C. Harris on June 22', 2001. Thank•you for your attention to this matter. ' Sinjoere Christine M::Harr' ZO at - �� •�� c�5lt7�:1 `� f MIS CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING Project Title 77-LVlP L.®Mw 614' Project ddrQss Builder Cont ct Telephone �iin Cont d2/Sl'�7�3 Firm: Street Address: —7Yeg0 X, -,?W �OY4p ClyYG , Copies to: Builder, HERS Provider HERS RATER COMPLIANCE STATEMENT Builder Name Plan Number Sample Group Number CF -4R Sample House Number HERS Provider: City/State/Zip: L W (9u /h r C6�i 9,22; 3 The house was: Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form com y with the diagnostic tested compliance requirements as checked on this form. Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu of ducts) rwhere cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination . with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Wessurization Test Results (CFM @ 25 Pa) 57—values r �v 70 Test Leakage Flow in CFM If fan flow is calculated as 400cfm/ton x number of tons enter calculated value here iov(� If fan flow is measured enter measured value here Leakage Percentage 6,17, / �' 6 /P (100 x Test Leakage/Fan Flow) =. �'�� Check Box for Pass or Fail (Pass=6% or less) ❑ eas Fail THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent RrYes ❑ No Thermostatic Expansion Valve (or Commission approved equivalent) is installed and Access is provided for inspection ❑ Yes is a pass Pass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1. ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1 R and design on plan. V ti 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1 R. Measured Fan Flow = Yes for both 1 and 2 is a`Pa'ss ❑ ❑ Pass Fail R o occupan,py`,- Cerfificate.of"0' l' 3 , - �i�YYV^'. tel" "'... /aa lllQ^ ` - ' '' INW%RATM of Buil ding A SaWy Department, 171 This Certificate is issued pursuantto the requirements 'of Section. 109 of the California Building, -Code;,.. c6jifyin gA th a' t,' at. the time: of 'issuance, this.' structure, was in, compliance, with. the provisions of the Building,'Code and'the various ordinancei of. the. City, regulating building construction and/or use. • BUILDING ADDRESS 77-480 LOMA VISTA A i Use classification: SFD Building. Pcrmit No.: 0102-185 'Occupancy Group: R-3 Type of Construction: VN Land Use Zone: RL Owner of Buildin6: CHRIS HARRIS' ;.;Address:�76-623 BEGONIA IANE).- City, ST, ZIP: PALM DESERT CA 92260 By: KIRK KIRKLAND'. TA -6 4 eQ& -Date: 2-19-2004 .Building Offici Post IN A CONSPICUOUS PLACE V