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SFD (0105-335)78100 Masters Cir 0105-335 LICENSED CONTRACTOR DECLARATION -- VI herebj 'affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date W r r X69127.9 F, 0915 to /ate Lt- i -' Q Si nature of Contractor j n ! / , I _ . , ,,.. 9 ✓ OWNER -BUILDER DECLARATION' I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for,the following reason: ( ) 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. 7044, Business & Professionals Code). ( ) 1, as owner of the property, am exclusively dbntracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). -- ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of thel following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for 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 permit is issued. My workers' compensation insurance carrier & policy no. are: Carver STATE KMD Policy No. 711.43049 (This section need not be completed if the permit valuation is.for $100.00 or less). ( ) I certify that in the performance of the worKfor which this permit is issued, I shall not employ any person in any manner so as to become subject to the ,'''workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Sec "on 3700 of the Labor %bode, I.shall forthwith comply with those revisions. f I Date: x f -. i_... Applicant— Warning: pplicant Warning: Failure to secure Workers' Compensation coverage 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. a IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his 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 construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection orinspection purposes. Signature (Owner/Agent) +/ < ' / Date .1 BUILDING PERMIT PERMIT# DATE VALUATION LOT S 1TRACT-,I, ,r', ® V;91 AMR) 677 .. JO SITEAPN ADDRESS I° . -• .U s .dY,la` uk 'i , . . 'wvSP L: 'f f.nV.+1 . i 6I'- . OWNER CONTRACTOR/DESIGNER/ENGINEER 78-060 VAUX331YAD0, 0urrE 11 78-060 C 1iX.s i,` "GADO, SUM 11 Uka QUWA CA Mit LA CJr7WrA CA 92233 .j (700)564-7782 CIERLO 599 USE OF PERMIT :Ei LEW,, &S'TATE LAM INCLU10010 THl ENDAWOKIMI) SPR bRsa ACT Off' 1973 IFAPPI.,IC°,A] IX41S PFOiltft•CO CUSTOM CONSTRUCTION W194,00 OF POP. HAPATtO 1, USdr "0 ;,V y '•.yIr. .i E'D C'O'Sr 0.11' CONNIRUC"'.&.7tON 491s439,r) yg , gg•yy qq yyvvrr // ptt q y / a F1JtG3'.Y9J.i*A'.AdSro. .Y !4Jdfd.# 6 -2. c OMISTRUCTION FE 101A000.418.000 v4011,5D FL -A14 CPVECt: FEE. 101-000-439-318 Vidnos YEE DEPOSIT 10-ObO439- 18 ••It,04oxa M VIANICAIIFEE 101.000-421-000 $181.m R1,rEMRICAL FSK 101 -30C-420-IN'J SMA 3 1a1•,(YMBENO YZE t, 01-i 0041 S`t'A0.00MOTItaW ME - RUID 101-000-241-000 v .I OR Axt1140 PES 101-000-423-000 W.01) DW RLOi'1rsR IMPA.4;1' PP. .R PIT FN .PUBIAC l=3.,.r'a t.2 1L 701.000-255 000 Ll s I L3`. 'x' • > ``-C3 i 7Fci1' i C3ru - I 3 C"T i' , .: L , RECEIPT DATE BY'. D NALED INSP, 83D i INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs .rte 7/ Underground Ducts Forms & Footings 4 #W y Ducts Slab Grade Return Air Steel Combustion Air Roof Deck_—, �• �,` Exhaust Fans O.K. to Wrap _ _-_v F.A.U. Framing ©. _rA Compressor Insulation tr/ Vents Fireplace P.L. _16•O 2� Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath �/ 7 �< •/ •o(50 Final Final - o POOLS - SPAS BLOCKWALL APPROVALS 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 Gas Test Electric Final Waste Lines Water Piping _ f Heater Final Plumbing Final ,Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection yZo Encapsulation Gas Piping Gas Test 3—p� Appliances Final COMMENT • �j�clCc7r�6 / 0(1 Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole ,p Underground Conduit Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power_ 32 Final Utility Notice (Perm) C),! OL REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE Of INSPECTION PERFORMED 11 REINFORCED CONCRETE UCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING O HER T N/v w JOB ION to - o m RST FI s C 1kc-Af-, LA v, -rA REPORT SEOUENCE NO. TYPE OF STRUCTUREL O ` -o G-? NO. OAT `—/ dl`IlC DAV OF WEEK MATERIAL DESCRIPTION _ —3 ARCHITECT IN HRS. CHARGED ,VI ENGINEER ASSISTANTS MRS. CHARGED INSPECTION DATE GENERAL , Q -CONTRACTOR / _ CAu l CONTSRUCTOR LL* L* S a eg Lcans OLA_ v. e.- o it _ S. x C-0 L s 2,uoe, e' &A -4o LA7 Z V L= Z R LIE COPY SENT TO CLIENT O CONTINUED ON NEXT PAGE O PAGE 0 CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS GNAZO_L,/ RE OF REGISTER INSPECTOR DIATE bF REPORT REGISTER NUMRFR f . REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED O REINFORCED CONCRETE'[STRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE O ASPHALTOTHER ❑ REINFORCED MASONRY O FIRE PROOFING O p ` JOB Lp7TgN7 REPORT SEQUENCE NO. TVP OF STaUCTURE {I • sDEEESCRIPTION1 ►•C'•./ PERMIT NO. DAT AV OF WEEK MATERIAL A--y/j\'j'\ ARCHITECT I LTQ, HRS. CHARGED l C— . ENGINEER ASSISTANTS MRS. CHARGED INSPECT_ION/) GENERAL SUB DATE CONTRACTOR S CONTRACTOR l TrAc qen Tt O(J a uj PSC.✓.) t N Cs L2Sa ► os EA& ()+-'s COPY SENT TO CLIENT O CONTINUED ON NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF My KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. GNAT RE OF REGISTERED INSP OR/ -- 6d q 7s DATE OF REPORT REGISTER NUMRFR iI♦ 19(f NMI 101 ME OEM_ mmrAlml mommm- mm NMI WO mom-omr MIMI mlml MOMMENEW m 10111101MEMOMMIMI 1011110110111001011011 MOMMEMEMMIMI MOMMEME101101 MIMS 10111101101111111=1011 i i SPECIAL INSPECTION SERVICE REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ POST TENSIONED CONCRETE ❑ REINFORCED MASONRY ❑ STRUCT. STEEL ASSEMBLY ❑ ASPHALT ❑ FIRE PROOFING ❑ ❑ OTHER01C V Clio JOB LO [/, e D rAS,tC, ^ ak& VIC/. REPORT SEQUENCE N0. TVPET TSdfiE PERMIT N0. D DAY OF WEEK MATERIAL DESCRIPTION ARCHITECT HRS. CHARGED ENGINEER / ASSISTANTS HRS. CHARGED INSPECTION DATE GENERAL/ /)Q CONTRACTOR I J v SU CONTRACTOR eJ L - If1/►- S 2311 - ► 8 1 h d t, ® "HOOK, 6 r► { cS" ,. e' 1 ktcJ 1, 1A l (A V-4 . 619' 1.1 . It ud ,S ray 1-W A -T C 0 - COPY SENT TO CLIENT O CONTINUED ON NEXT PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF M1% KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. 2 TURE EGISTER Ofd IZAV TE CAL REPORT REGISTER NUMBER 2 REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING ❑ O OTHER JOB LOC -y (fes A T / `J ' I' ( REPORT SEQUENCE N0. TYP TURE PERMIT NFh1L D AV OF WEEK MATERIAL DESCRIPTION ARCHITECT/J INO _ HRS. CHARGED JF 1 ENCiMOE4R 1 l ASSISTANTS HRS. CHARGED INSPECTION GENERAL B DATE - CONTRACTOR -' _ - - CONTRACTOR 1 V" a w V COPY SENT TO CLIENT ❑ CONT Ku ED 0 NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF Md KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. 1 HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. SIGNAjTURE OF EGIS I SP -o o Ld, ATE O'F REPORT REGISTER NUMBER Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: SFD 78-100 MASTERS CIRCLE Occupancy Group: R3 Type of Construction: Owner of Building: RICHARD ALBERS Ta -w. Ale - Building Official vrd Bldg. Permit No.: 0105-335 Land Use Zone: RL Address: 78-060 CALLE ESTADO SUITE 11 City: LA QUINTA CA 92253 By: KIRK KIRKLAND Date: 4-11-03 POST IN A CONSPICUOUS PLACE Addreoo: Maotero Circle The Tradition at La Quinta Job: Date: 01-123 14 May 2001 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED 9 FOR CONSTRUPON eG Ice 5 01,400' fly &Ylio buWrew STRUCTURAL AND CIVIL ENGINEERING DENISE R. POELTLER, INC. 73.661 Highway 111 • Suite G • Palm Desert, California 92260 TEL. (760) 779-0405 • FAX (760) 779-1317 ZY 1 1 1 1 1 1 1 1 1 1 1 1 1 t 146 za// 2 M BY 0AP DATE '3 d JOB 19( LE # 0 t — t 2 a, 73.661 Highway 111 • Suite G CKD DATE Tp-- 1-5+10 PG Palm Desert, Califomia 92260 (760) 779-0405 • FAX (760) 779-1317 fE pJ OF PREPARED FOR: Pr-,&R.E, P P.DeG Fad ?..LI.G .GtUlHToo. gZZ53 7Z t - 54-ol G--lex oULAITlows 1,C',e.0, -A Igg7 U bG 11.1 17 N os I 2 -Pc I'.5,o Psi FV,fit D t 10 tj lok' ] i. 5 13 6,f f 1661 4- r! Eli', collPo tzWr .o ?tP ! i 5U I.0 1,C',e.0, -A Igg7 U bG 11.1 17 N os I L buff edd BY oRP DATE JOB ( O- 471 # 01-1Z . 73.661 Highway i l 1 • Suite G CKD DATE 1®ta PG Palm Desert, Califomia 92260 (760).7 79-0405 • FAX (760) 779-1317 OF IL(p PREPARED FOR: Misr, Low P" Ii41SIT FII.. vol LS I 14'P0 I) P& 5l,.brop t !N tN (-%oo)-7 z - sag 3 15100 Pyr 9- v2' F -L U I 0 P 9 ; U RLe'" 515 rc P (5 5 Pe'E, Iv E.. M U KE . `® sloo Poi FRIC'1100 fly 7 0,45 WINO I, !✓X P, G Ge C16.Cj_ . P (,off I.3 x I (o PAF ac 1. -10 ri ?k = 12,t r6r IH t . I f/ Ainv km V.4-4 73.661 Highway 111 • Suite G Palm Desert, Califomia 92260 (760) 779-0405 0 FAX (760) 779-1317 PREPARED FOR: BY Rf DATE Vol CKD DATE JOB LOT Col # D - I PG 3 OF 51'it vti 1<i glial e'o U 131 111111 CN0-PT e -F - I60/ 5 ah'1 IG 1J % zro iJ 6 't d 3,p Ga, u1 u 11 Pi.lf~"i STaT v FhI N (oi,,-r. . to Kxi) T I tco FZ , 0 ri F P - 9%i. V = $,d 0,44-) tint, z 4, ,7 i Uj;,L, PI,YWt 5.P.'s r ✓ 3.0 Q.jf+) 1 1i % s . q l40bV FYI1. M Co L, 2,2 C1.4) M1 Active Fault Near -Source i ,. This map is intended to be used in conjunction v the 1997 Uniform Building Code, Tables 16-S and S 2 ' Jul -.30-99 09 :OOA Slodden .Engineering 6782 Stanton Avc., Suito E, Buena Park, CA 90621 (314) 864-4121 (714) 523-0952 Fax.(714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 .(619) 772-3893 Fax (619) 772-3895 July 30, 1997 Project No. 522-6138-G I ' Observations and field testing was perfi)rmed during the rough grading operations from January 2, 1997 to April 4, 1997_ Grading operations were performed by Nuevo ' Engineering using conventional heavy equipment. A representative of Sladdcn Fngineering was present on the site continuously during the grading of building pads and intermittently during the grading of golf course areas. 1 n Tradition Club Associates, LLC. c/o Winchester rkvelopment Company 41-865 Boardwalk, Suite 141 Palm Desert, California 92211 ' Attention: Mr. Mike Rowe ' Project: 'Tradition - Tract 28470 La Quints, California Subject: Report ot'Observations and 'Testing During Rough Grading ' Rei Geotechnical Update prepared by Sladden Fngineering dated December 12, 1996; Project No. 444-6130 Summarimd in this report are our observations and the results of in-place density tests performed at the project site during rough grading. The rough grading consisted of the grading of an eighteen hole golf course surrounded by residential building pads. As indicated in the previous geotechnical reports and summarized in the referenced ' Geotechnical Update, portions of the project site including some of the building pads were previously graded in 1988 as part of the East La Quinta Flood Control project: ' Due to the varying soils conditions on the site (including previously graded building pads), the extent the of remedial grading work performed during rough grading varied across the site. ' Observations and field testing was perfi)rmed during the rough grading operations from January 2, 1997 to April 4, 1997_ Grading operations were performed by Nuevo ' Engineering using conventional heavy equipment. A representative of Sladdcn Fngineering was present on the site continuously during the grading of building pads and intermittently during the grading of golf course areas. 1 n Jul -30-99 O9:00A 11:)/ P. 02 FAC July 30, 1997 (2) Project No. 522-61:38-G 1 Field 'Pests: In-place moisture/density tests were performed using a nuclear density gauge: in accordance with test methods ASTM D 2922 and ASTM D 3017 A total of - 1417 f1417 tests were performed during the initial rough grading. The approximate test locations are indicated on the gradin; plans included with this report and test results are summarized on the attached data sheets. Testing indicates that a minimum 01'90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the project specilications at the tested locations and depths but are no guarantee or warranty of the contractor's work. Laboratory Tuts: The moisture -density relationships for the tested materials were determined in the laboratory in accordance with test inethod ASTM D 1557-91. Laboratory test results arc summarized on the attached data sheet. Discussion: As previously discussed, the remedial grading performed at the site varied with location and soils conditions. Prior to grading, the building areas were stripped of weeds, brush and other surface vcgetation. Clearing operations also included the removal of citrus trees and other trees from the lower (northern) portion of the site. in general, remedial grading throughout the southern portion of the site consisted of watering and compaction of the native soils in-place along with the placement of engineered fill material to construct the building pads. Native soils were watered so that near optimum moisture content was attained to a minimum depth of three feet below original grade or four feet below pad grade, whichever was deeper. The expowd surface was compacted so that at least 90 percent relative compaction was attained to a depth of Iwo feet below original grade or three feet below pad grade, whichever was deeper. In most areas, fill material obtained. from the adjacent golf course areas was placed to construct the building pads, The lots graded as described above included lots 150 through 229 and 238 to 241. The majority of the lots located within the middle portion of the site were previously rough graded. These lots were cleared of weeds and brush and watered prior to grading. In general, grading consisted primarily of some minor cuts and filly (some in excess of 10 feet) to achieve the plan elevations. In most cases, the building pads did not extend laterally beyond the previously graded building pads. In areas where the pads were extended substantially (such as along the rein property lines of lots 81 through 84), the fills were initiated within firm native soils near the toe of the slopes. A keyway was established near the toe of the slope and fill soils were benched into the existing slope during placement. The previously graded lots that were regraded as described above include lots 27 through 36 and lots 76 through 150. Sladden Engineering ' Jul -30-99 09:90A P.03 July 30, 1997 (3) Project No. 52? -61 38-G I The remedial grading performed throughout the northern portion of the site included overexcavation and recompaction within the building areas. in general, lots were Overexcavated to a depth of at least three feet below original grade. The previously removed soils were replaced in thin lifts and compacted along with fill soils obtained from the nearby golf course areas 1to construct the building pads, The lots that were overexcavated include lots I through 26 and 37 through 75, and the maintenance building area.. Some of the residential lois have been used for the storage of rock, trees, other ' construction materials and excess till soils subsequent to grading. Although some of these lots may require additional clearing or fine grading„ no degradation of the compacted till material is expected. Fill material was stockpiled on lots 193 through 207 for use during the future grading of lots 230 through 236. The stockpiled material was not tested because it wi 11 be removed at a later date. irrigation lines were en4ountered in the area of the existing pond and accessing the Pond. The pond was removed during grading but some of the irrigation lines were left in platy liar future abandonment. These irrigation linos should be removod frorn building pads and roadway areas when abandonment is allowed. '1'hc resulting excavations should be properly backfilled and backfill material should be properly compacted. ' Recommendations: 'I'he allowable bearing pressures recommended in the original Geotechnical Engineering Report prepared by Buena Engineers, Inc. dated November 27, ' 1984 (13-14796-P1, 84-11-216) remain applicable. Conventional shallow spread lbotings should be bottomed in properly compacted fill material at least 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad ftwtinls should he at least two feet wide. Continuous footings and isolated Pad footings may be designed utilizing an allowable bearing pressures of 1.500 psi An allowable increase of 200 psf for each additional six inches of depth may be utilized if desired. The ' maximum allowable bearing pressure should he 3000 psf. The recommended allowable bearing pressures may be increased by ane -third for wind and seistnic loading. ' Lateral forces may be resisted by friction acting along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.45 times the normal dead load forces is suggested for use in design. Passive resistance may be ' estimated using an equivalent fluid weight of 300 pef: If used in combination, we suggest that either the freitional resistance or the passive resistance be reduced by one-third. sladden "Inaanng 1 1 Jul -30-99 09:OOA P.04 July 31), 1997 (4) . Project No. 522-6138-G 1 Cantilever retaining walls should be designed using "active" pressures. Active pressures may he estimated using an equivalent fluid weight of 35 pcf. Walls that are restrained should be designed using "at rest" pressures. At rest pressures may be estimated using an equivalent I'luid weight of 55 pcf. I The given design pressures are applicable for free - drained level backfill conditions. The project site is located in a seismically active area and the potential for seismic activity should be considered in building design. In general, the Uniform Building Code requirements for Seismic Zone 4 should be adequate for the design of the planned residential structures. ' Because some of the site soils.(primarily the silty, sands and sandy silts encountered throughout the northern portion of the site) may be susceptible to settlement., due to the introduction of excess moisture, care should be taken to minimize infiltration adjacent to ' building foundations. Positive drainage should be provided to direct water away from the structures. The ponding of water adjacent to buildings or paved areas should not be allowed. Proper grading should be peribrmed to direct stormwater runoff away from ' structures and landscape irrigation should be minimized. n Limitations: Sladden Engineering has prepared this report for the exclusive use of the client and it's authorized representatives. This report has been prepared in accordance with generally accepted geotechnical engineering practices as of* this date. No other warranties, either expressed or implied are made. If there are any questions regarding this report or the testing summttrizc:d herein, please contact the undersigned: Respectfully submitted, SLADDEN ENGINEERING Hogan R. Wright Project Engineer Brr'etttLL. An --rson Principal Engineer Copies; 2- Tradition Club Associates, LLC. 2- Winchester Development Company Slodden "needrig ILA 0 O16 %T26d BY R DATE JOB SOY 6,-.7 73.661 Highway 111 • Suite G CKD DATE Tl-i'1'°i ' 431' I Cali PG Palm Desert, Califomia 92260 (760) 779-0405 * FAX (760) 779-1317 OF lCo PREPARED FOR: s 2- 2 0 v A x' f SQA NoF-YH -1 POU r4 I✓I r-acfloW 718z0- co)fo 24 / = C Co j I• j 2 - 70 --- - ' 21.121 T- W bl "r D I Ci 100 =7303 5(a 816* _—.0,.12 <►,a 4.12 j coil 51 p = I • o max BY PRI DATE 3 D 73.661 Highway 1 1 1 • Suite G CKD DATE Palm Desert, California 92260 (760) 779-0405 • FAX (760) 779-1317 JOB LtQT (A 7 # 01-125 PG OF t(P PREPARED FOR: k Te &U bT H -o U i x.2Co') jr (3x 101 .n la e6,F--). C-00VEIPUJ 5. . wuj ._17.4. P>5 c. 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I End J End The flying Buttress Albers, Lot 67, Steel frame #60 (East) April 1, 2001 Denise Poeltler 5:16 PM 01-123 ALBERS #60-EAST.r2d Steel Code. AISC 9th Edition ASD b c Allow1IMfesInreeF_FROM y Include Shear Deformation Yes o of Sect ons' fQ@ mber Calks Redesign Sections Yes PID, lta,AnI, sisT3olecari'ce ,Ok5U%` Materials (General) ' Label Shape Label (In)^2 (0,180) (90,270)(in ^4) (in ^4) Only BEAM W12X26 STL 7 65 1.2 1 1.2 17.3 204 _1 !COLUUN,1 ME MTRO-OX,6X8 COLUMN2 W12X22 STL 6.48 1 1.2 1 1.2 1 4.66 156 ' Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ' (Ft) (Ft) (F) N1 0 0 0 HN2 - pOWN16 - Q N3 14 0 0 N5 17 0 0 Boundary Conditions Joint Label X Translation Y Translation Rotation ' (K/in) (K/in) (K-ft/rad) N1 Reaction Reaction Fixed N3` ' Reactioli Reaction. ,Fixed N5 Reaction Reaction Fixed Member Data Section End Releases End Offsets Inactive Member ' Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length (degrees) AVM AVM. (In) (in) (Ft) M1 N1 N2 COLUMN2 PIN 15 _ - M3 N5 N6 COLUMN1 PIN 15 N:2 N4., BEAI111 . 4. M5 N4 N6 BEAM 3 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. 10^5 F) Weight Density Yield Stress (Ksi) (Ksi) (Ksi) Ratio (per (K/ft^3) STL 29000 11154 .3 .65 .49 36 ' Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C ' Label Shape Label (In)^2 (0,180) (90,270)(in ^4) (in ^4) Only BEAM W12X26 STL 7 65 1.2 1 1.2 17.3 204 _1 !COLUUN,1 ME MTRO-OX,6X8 COLUMN2 W12X22 STL 6.48 1 1.2 1 1.2 1 4.66 156 ' Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ' (Ft) (Ft) (F) N1 0 0 0 HN2 - pOWN16 - Q N3 14 0 0 N5 17 0 0 Boundary Conditions Joint Label X Translation Y Translation Rotation ' (K/in) (K/in) (K-ft/rad) N1 Reaction Reaction Fixed N3` ' Reactioli Reaction. ,Fixed N5 Reaction Reaction Fixed Member Data Section End Releases End Offsets Inactive Member ' Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length (degrees) AVM AVM. (In) (in) (Ft) M1 N1 N2 COLUMN2 PIN 15 _ - M3 N5 N6 COLUMN1 PIN 15 N:2 N4., BEAI111 . 4. M5 N4 N6 BEAM 3 1 ' Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (In) (in) (In) (In) Company The Flying Buttress . " '' o f i April t, 2001 - :- ' -,`s'. ` +t,:s r"- . '!.,, " ..-' •. Designer Denise Poeltler 5:09 PM Job Number: 01-123 Albers, Lot 67, Steel frame #60 Checked By: .t. .,Vy , '4y :. k' . . I p .. £ %' j',_- ..." +Z. ' Steel Design / NDS Parameters Member Section Length Lb out Lb in L_comp Cb' Sway Label Set le out le in le—bend K out K in CH Cm B out in IFh IFA tPh IPtl ' Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (In) (in) (In) (In) -,t^, '• '`? ; 'ZtR,r,. ®.» l`+ '11`'III k3 3 . " '' o f i ' , S q , " '' '.k. Win" s ;a - :- ' -,`s'. ` +t,:s r"- . '!.,, " ..-' •. ;"r `Lim 'PI.`.!h'...,,-i 'h^f ..5"' yrl'j .day .: • .. ..'y}o'yi1:'' .t. .,Vy , '4y :. k' . . I p .. £ %' j',_- ..." +Z. ' ' Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check ' Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) UNIFORMY Y -.052 -.052 0 .17 Basic Load Case Data ' BLC No. Basic Load Case Category Category Gravity. Load Type Totals Description Code Description X Y Nodal Point Dist. 1 LATERAL None 1 1 1 2 N RDLA+ L ' Joint Loads/Enforced Dis lacements Cate o : None BLC 1 : LATERAL Joint Label [L]oad or Direction Magnitude [D]isplacement (K, K -ft, In, rad) N2 L X 2.43 Member Distributed Loads, Category : None, BLC I: LATERAL Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M4 N2 N4 UNIFORMY I 1 Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print... Load Combinations Num' Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -2D Version 5.1 [C:\RISA\ALBERS #60-EAST.r2d] Page 2 (In) (in) (In) (In) BEAM 16 12 8 6 .95 COLUMN2 6 4 6 4 .95 ' Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) UNIFORMY Y -.052 -.052 0 .17 Basic Load Case Data ' BLC No. Basic Load Case Category Category Gravity. Load Type Totals Description Code Description X Y Nodal Point Dist. 1 LATERAL None 1 1 1 2 N RDLA+ L ' Joint Loads/Enforced Dis lacements Cate o : None BLC 1 : LATERAL Joint Label [L]oad or Direction Magnitude [D]isplacement (K, K -ft, In, rad) N2 L X 2.43 Member Distributed Loads, Category : None, BLC I: LATERAL Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M4 N2 N4 UNIFORMY I 1 Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print... Load Combinations Num' Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -2D Version 5.1 [C:\RISA\ALBERS #60-EAST.r2d] Page 2 I I . I I I I I I I I I I I I Reactions, LC I : LATERAL + DL+ LL Joint Label X Force Y Force Moment (K) (K) (K -ft) N1 1 -1.228 1 -1.658 1 0.000 1 N5 1 -0.571 1 2.813 1 0.000 Reaction Totals: 1 -2.43 1 0.884 1 Center of Gravity Coords (X,Y) (Ft) 8.5 15 Story Drift. LC I : LATERAL + DL+ LL Story X Direction Number Joint Label Drift % of Ht. (In) No Stories Defined... Redesign Shapes, LC 1 : LATERAL + DL+ LL Section Member Current Suggested Alternate Shapes Set L2hpl rhni(-p 10 rhnir-P 9nd rhnirp 'Ard rhnir-p Afh rhnira BEAM M4 Yes W 12X26 -1.658 1.221 W12X30 :]-W-14X--3-0 . W14X34 2 H Xw COLUMN2- Company The Flying Buttress -9.154 4 -1.658 1.221 April 1, 2001 Designer Denise Poeltler -18.308 5:09 PM Job Number: 01-123 Albers, Lot 67, Steel frame #60 Checked By: IM - -T Joint Displacements, LC I LATERAL + DL+ LL M3 1 Joint Label X Translation Y Translation Rotation 2 (in) (In) (radians) -4.38 Reactions, LC I : LATERAL + DL+ LL Joint Label X Force Y Force Moment (K) (K) (K -ft) N1 1 -1.228 1 -1.658 1 0.000 1 N5 1 -0.571 1 2.813 1 0.000 Reaction Totals: 1 -2.43 1 0.884 1 Center of Gravity Coords (X,Y) (Ft) 8.5 15 Story Drift. LC I : LATERAL + DL+ LL Story X Direction Number Joint Label Drift % of Ht. (In) No Stories Defined... Redesign Shapes, LC 1 : LATERAL + DL+ LL Section Member Current Suggested Alternate Shapes Set L2hpl rhni(-p 10 rhnir-P 9nd rhnirp 'Ard rhnir-p Afh rhnira BEAM M4 Yes W 12X26 -1.658 1.221 W12X30 :]-W-14X--3-0 . W14X34 2 H Xw COLUMN2- N/A No acceptable shapes found... -9.154 4 -1.658 1.221 -13.731 5 -1.658 1.221 -18.308 0, & IM - -T M3 Reactions, LC I : LATERAL + DL+ LL Joint Label X Force Y Force Moment (K) (K) (K -ft) N1 1 -1.228 1 -1.658 1 0.000 1 N5 1 -0.571 1 2.813 1 0.000 Reaction Totals: 1 -2.43 1 0.884 1 Center of Gravity Coords (X,Y) (Ft) 8.5 15 Story Drift. LC I : LATERAL + DL+ LL Story X Direction Number Joint Label Drift % of Ht. (In) No Stories Defined... Redesign Shapes, LC 1 : LATERAL + DL+ LL Section Member Current Suggested Alternate Shapes Set L2hpl rhni(-p 10 rhnir-P 9nd rhnirp 'Ard rhnir-p Afh rhnira BEAM M4 Yes W 12X26 -1.658 1.221 W12X30 :]-W-14X--3-0 . W14X34 2 H Xw COLUMN2- N/A No acceptable shapes found... Member Section Forces, LC I : LATERAL + DL+ LL Member Label Section Axial Shear Moment (K) IKI (K-ftl MI 1 -1.658 1.221 0 2 -1.658 1.221 -4.577 3 1.221 -9.154 4 -1.658 1.221 -13.731 5 -1.658 1.221 -18.308 IM - -T M3 1 2.813 0.584 0 2 2.813 0.584 -2.19 3 2.813 0.584 -4.38 RISA -2D Version 5.1 [C:\RISA\ALBERS #60-EAST.r2d] Page 3 42/,Ito Company The Flying Buttress April 1, 2001 Designer Denise Poeltler 5:09 PM ' Job Number: 01-123 Albers, Lot 67, Steel frame #60 Checked By: Member Section Forces, LC 1 : LATERAL + DL+ LL, (continued) ' Member Label Section Axial Shear Moment (K) (K) (K -ft) -77 M5 4 2.813 0.584 -6.57 5 2.813 0.584 -8.76 1 - 1:202 -- l.-658----' -18.308- :*-, ..2. t:202. =1.84 . ° -12.186 3- . =1.202 `: -2.022. : -5.428 ; . 4 1.202, ` =2.204- ` , 1.967 5 1.202 -2.386=" . `.9.999 1 0.571 -2.657 0.554 2 0.571 -2.696 2.562 3 0.571 -2.735 4.598 4 0.571 -2.774 6.664 5 0.571 -2.813 8.76 Member Stresses, LC 1 : LATERAL + DL+ LL Member Label Section Axial Shear Bending top Bending bot (Ksi) (Ksi) (Ksil (K -A M 1 1 -0.256 0.458 0 0 2 2 -0.256 0.458 2.167 -2.167 3 -0.256 0.458 4.334 -4.334 4 -0.256 0.458 6.501 -6.501 5 -0.256 0.458 8.668 -8.668 -0.026 0.126: 0 .0 -0:026 0:126 " 1.683 -1.683 3 -0.026 0:126 ' &W6 =3:366 = 4 0:126 ' , 5.05 . -5.05 5. _ -0.026 0.1:20. 6.733 ". =6_.733., M3 1 0.271 0.117 0 0 2 0.271 0.117 1.561 -1.561 3 0.271 0.117 3.122 -3.122 4 0.271 0.117 4.683 -4.683 5 0.271 0.117 6.244 -6.244 M4 1 0:157. ' -0.708 6.58' 1-6.58- :: 2 f 0.1571 , ; _0:786., 4.38-11":.4.138.11-1 ,3 0.157 76.863.. 1.951 "-1.951.: 0.157. -0.941' : " -0.707 0.707; .' ! 5 .: 0157 -1.019 ,-3.594: ,`,. 3,5944 M5 1 0.075 -1.135 -0.199 0.199 2 0.075 -1.151 -0.921 0.921 3 0.075 -1.168 -1.653 1.653 4 0.075 -1.184 -2.395 2.395 5 0.075 -1.201 -3.148 3.148 ' Member Deflections, LC 1 : LATERAL + DL+ LL Member Label Section x -Translation y -Translation (n) Uy Ratio (In) (In) M1 1 0 0 NC 2 0 -0.273 2928.70- 3 0.001 -0.521 1830.454 4 0.001 -0.72 2091.948 IRISA -2D Version 5.1 [C:\RISA\ALBERS #60-EAST.r2d] Page 4 I M3 Company The Flying Buttress -0.568 April 1, 2001 0 Designer Denise Poeltler 4 5:09 PM 5 Job Number: 01-123 Albers, Lot 67, Steel frame #60 Checked By: 2 0.845 Member Deflections, LC 1 : LATERAL + DL+ LL, (continued) M3 Member Label Section x -Translation y -Translation (n) Uy Ratio 3 0.844 0.001 (in) (in) 1-11-1 4 0.844 0 5 0.002 -0.845 NC -- ".7 5 0.844 7 7' F17-0 NC I 0.083 1,837.7+16': 20.352 Member AISC ASD 9th Code Checks, LC 1 LATERAL + DL+ LL H1-2_ 0'309 Chk Loc Fa Ft Fb ASD Eqn. '3 0 tr+l 1148.572 -0, .845 M3 1 0 -0.568 2 0 3 -O.0 4 -0.13 5 -O.0 -..2 2 0.845 ' 0.8 M3 0 NG -0.302 1981.48 -0.568 1238.425 -0.761 1415.343 -0.844 NC I I I I I I I I I M1 0.534 5 :,. 845 0.032 NC: 3.314 ' M5 1 0.845 0 NC 0-000 2 0.845 0.001 NC M3 0.283 15 3 0.844 0.001 NC 21.623.76 1-11-1 4 0.844 0 NC 1 7439 171 -- ".7 5 0.844 -0.002 NC I 0.083 3 20.352 Member AISC ASD 9th Code Checks, LC 1 LATERAL + DL+ LL H1-2_ Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. C.% tr+l lle.il Wcil (K-qI) I I I I I I I I I M1 0.534 15 0.032 0 3.314 21.6 16.232 111-3 -7K I 0-000 -3 M3 0.283 15 0.008 0 5.595 21.623.76 1-11-1 M 0.312 4 7- 1 7439 171 -- ".7 - RT 7 M5 0.136 3 0.083 3 20.352 21.6 23.76 H1-2_ RISA -2D Version 5.1 [C:\RISA\ALBERS, #60-EAST.r2d] Page 5 i l ro ® I End J End -2.43K Loads: LC 1, LATERAL + DL+ LL Solution: LC 1, LATERAL + DL+ LL Member Bending Moments (K -ft) Reaction units are K and K -ft The Flying Buttress Albers, Lot 67, Steel frame #60 (West) April 1, 200.1 Denise Poeltler 5:28 PM 01-123 ALBERS #60-WEST.f2d ' Label - Shape Label (In)^2 (0,180) 90,270) (In ^4) (in A4) Only . BEAM W12X26 STL 7.65 W!?.1.2 17.3 204 C® UMN1 W-0- 0-00 .4 IT Sx 10 4' 2 COLUMN2 W12X22 i STL 6.48 1.2 1.2 4.66 156 ' Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ' Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) N1 I Reaction Reaction Fixed N3 MReaction N5 , I Reaction IReaction Company The Flying Buttress ` - w1,6t April 1, 2001 ' 5:20 PM ' Designer Denise Poeltler Job Number:'01-123 Albers, Lot 67, Steel frame #60 (East) Checked By: ' Global Steel Code AISC 9th Edition ASD AllgvvablStress;IncreasetFaetor ASIF)1 OOU _, Include Shear Deformation Yes Noof Sections forMemberCalcs5W. Redesign Sections Yes tP=Delta*Anal wsisTolerance Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ksi) (Ksi) Ratio (per 10^5 F) . (K/ft^3) (Ksi) STL 29000 11154 .3 ' .65 .49 36 Sections Section Database Material Area SA SA 1(90,270) 1(0,180)- TIC ' Label - Shape Label (In)^2 (0,180) 90,270) (In ^4) (in A4) Only . BEAM W12X26 STL 7.65 W!?.1.2 17.3 204 C® UMN1 W-0- 0-00 .4 IT Sx 10 4' 2 COLUMN2 W12X22 i STL 6.48 1.2 1.2 4.66 156 ' Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ' Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) N1 I Reaction Reaction Fixed N3 MReaction N5 , I Reaction IReaction Reaction Fixed Fixed ' Member Data Section End Releases End Offsets Inactive Member ' Member Label 1 Joint J Joint Rotate Set I -End J -End 17End . J -End Code Length (degrees) AVM AVM (In) (In) (Ft) M1 N1 N2 ICOLUMN2 PIN 15 °" IVI2 N3 N4 C ri Ll1MN1 PIN r M3 N5 N6 COLUMNI PIN - 1 }' IVI4 N2 ,4. M5 N4 N6 BEAM 3 ~ Company The Flying Buttress April 1, 2001 Designer Denise Poeltler Webfi 5:20 PM ' Job Number: 01-123 Albers, Lot 67, Steel frame #60 (East) Checked By: '.Steel Design /NDS Parameters Member Section Length Lb out Lb in L_comp - Cb Sway Label Set le out le in le bend K out K in CH - Cm B out in J/ ter~ ".. (Ft) (Ft) (Ft) (Ft) "' k- C ` 4^, 3. ' 1 ' Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check 1 (In) (In) (in) (In) BEAM 16 12 8 6 .95 t, COLUIVIN1 „ . k- 4. t6 .COLUMN2 '6 4 6 4 .95 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) UNIFORMY Y -.052 -.052 0 17 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Joint Loads/Enforced Displacements, Category: None, BLC 1 : LATERAL Joint Label [L]oad or Direction Magnitude Member Distributed Loads, Category: None, BLC 1 : LATERAL Member Label I Joint J Joint - Load Pattern Label Pattern Multiplier M4 N2 N4 UNIFORMY 1 p M5 f N4 N6'", "UNI' ORMr WIN ,_.. _. a ' Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? '6th Joint 7th Joint 8th Joint 9th Joint 10th Joint Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC ' Factor BLC Factor BLC Factor RISA -213 Version 5.1 [C:\RISAWLBERS #60-WEST.r2d] Page 7 - ®®®® Q J/ ter~ ".. _ . G '• ` , 'kz"gl; "-. • ., eye yy ','Gy _ i` 'c!Y n's 7ya r .., • r. '4nTi` t. . + 9 u. '.:•-r" "' k- C ` 4^, 3. ' Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check 1 (In) (In) (in) (In) BEAM 16 12 8 6 .95 t, COLUIVIN1 „ . k- 4. t6 .COLUMN2 '6 4 6 4 .95 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) UNIFORMY Y -.052 -.052 0 17 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Joint Loads/Enforced Displacements, Category: None, BLC 1 : LATERAL Joint Label [L]oad or Direction Magnitude Member Distributed Loads, Category: None, BLC 1 : LATERAL Member Label I Joint J Joint - Load Pattern Label Pattern Multiplier M4 N2 N4 UNIFORMY 1 p M5 f N4 N6'", "UNI' ORMr WIN ,_.. _. a ' Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? '6th Joint 7th Joint 8th Joint 9th Joint 10th Joint Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC ' Factor BLC Factor BLC Factor RISA -213 Version 5.1 [C:\RISAWLBERS #60-WEST.r2d] Page 7 ' -. q:7 1Ito Company The Flying Buttress April 1, 2001 Designer Denise Poeltler WCSr 5:20 PM Job Number: 01-123 AltIrsr, Lot 67, Steel frame #60' (SM) Checked By: Joint Displacements, LC 1 : LATERAL + DL+ LL Joint Label X Translation Y Translation Rotation IInI IInI IrnrfinnQI I I Reactions, LC I : LATERAL + DL+ LL Joint Label X Force Y Force Moment 1 111 N1 1.24 2.302 t 2 M -1.251 4.691 COLUMN2 1 111 1 111 -1.251 14.073 5 2.302 N5 0.586 -a 221 1 w X163.1 DAM; K4 .. . . . . . . . . . . MIR X Reaction Totals: 2.43 0.884 ROMEMM rt Center Gravity Reactions, LC I : LATERAL + DL+ LL Joint Label X Force Y Force Moment IStory Drift, LC 1: LATERAL.+ DL+LL I I I I I I I Story X Direction Number Joint Label Drift % of Ht. (in) NoStoriesDefined... Redesign Shapes, LC I - LATERAL + DL+ LL Section Member Current Suggested Alternate Shapes Set Label Choice 1st r hnirp 9nd rhnir.p 3rd rhnira Ath I'hni— BEAM M4 I N1 1.24 2.302 0.000 2 R f -I -1.251 4.691 COLUMN2 N/A No acceptable shapes found... -1.251 14.073 5 2.302 N5 0.586 -3.049 0.000 X163.1 DAM; K4 .. . . . . . . . . . . MIR X Reaction Totals: 2.43 0.884 Il 3.049 Center Gravity 2 -3.049 -0.572 2.146 of Coords (X,Y) (Ft) 8.5 15 IStory Drift, LC 1: LATERAL.+ DL+LL I I I I I I I Story X Direction Number Joint Label Drift % of Ht. (in) NoStoriesDefined... Redesign Shapes, LC I - LATERAL + DL+ LL Section Member Current Suggested Alternate Shapes Set Label Choice 1st r hnirp 9nd rhnir.p 3rd rhnira Ath I'hni— BEAM M4 I Yes W12X26 W12X30 W14X30 W14X34 2 R f -I -1.251 4.691 COLUMN2 N/A No acceptable shapes found... Member Section Forces, LC 1 : LATERAL + DL+ LL Member Label Section Axial Shear Moment (K) (K) (K -ft) M1 1 2.302 -1.251 0 2 2.302 -1.251 4.691 3 2.302 -1.251 9.3,82 4 2.302 -1.251 14.073 5 2.302 -1.251 18.764 1011, W., X163.1 DAM; K4 .. . . . . . . . . . . MIR X M3 Il 3.049 -0.572 0 2 -3.049 -0.572 2.146 3 -3.049 -0.572 4.292 0 2 RISA -2D Version 5.1 [C:\RISA\ALBERS #60-WEST.r2d] Page 8 Company The Flying Buttress UjcsY April 1, 2001 ' Designer Denise Poeltler 5:20 PM Job Number: 01-123 Albers, Lot 67, Steel frame #60 (Wiest) Checked By: Member Section Forces, LC 1 : LATERAL + DL+ LL, (continued) ' Member Label Section Axial Shear Moment (K) (K) (K -ft) 11 11 M5 4 -3.049 -0.572 6.438 5 -3.049 -0.5728.584 -0.001 1 : 1:24 -_ 2.302 -. `.18.764'i . 2 ;1.24 2--12 11.026 3 1.24 1:938•;. 3.925;-,... 4 u 1.24 1:.756 .. 2:53,9, , 5 1:24: ;`1,574 -8.366 1 1.844 3.205 0.797 2 1.844 3.166 -1.592 3 1.844 3.127 -3.952 4 1.844 3.088 -6.282 5 1.844 3.049 -8.584 - Member Stresses, LC 1 : LATERAL + DL+ LL Member Label Section Axial Shear Bending top Bending bot (Ksi) (Ksi) (Ksi) (Ksi) M1 1 1 0.355 -0.469 0 0 -0.001 0.271 2 0.355 -0.469 -2.221 2.221 3 0.355 -0.469 -4.442 4.442 4 0.355 -0.469 -0.663 6.663 5 1 0.355 -0.469 -8.884 8.884 :' M2 ' 1 ' . 01,57 -0.122 :. 0 ,. .. '; 0 .. 2 '0.157 -0.122: _ -1.633: 1 633 3 0.157 -0.'122'.. _3.266 4 0:157.: 7-0.122- ; `14.899' .: 4.499.--:`<: 5. 0:157. -0:122 ; '-6:532: _ 6.532 :.- M3 1 -0.293 -0.114 0 0 2 -0.293 -0.114 -1.53 1.53 3 -0.293 -0.114 -3.06 3.06 4 -0.293 -0.114 -4.589 4.589 5 -0.293 -0.114 -6.119 6.119 N14 1.. _ 0:162 0.983 . - --: -6.744 ;6 744 0.1$2 ... 0.905 `. -3.963,. '3 0.162:1 0.827'" 4.411.' 1 411 0.913.. -0,913 ." S . 0.462:-t M5 1 0.241 1.368 -0.287 0.287 2 0.241 1.352 0.572 -0.572 3 0.241 1.335 1.42 -1.42 4 0.241 1.318 2.258 -2.258 5 0.241 1.302 3.085 -3.085 ' Member Deflections, LC 1 : LATERAL + DL+ LL Member Label Section x -Translation y -Translation (n) Uy Ratio (In) (In) M1 1 0' 0 NC 2 -0.001 0.271 2857.47 3 -0.001 0.517 1785.919 4 -0.002 0.712 2041.05 RISA -21) Version 5.1 [CARISMALBERS #60-WEST.r2d] Page 9 I I I I I I I I M1 Company The Flying Buttress 15 4q 41C0 April 1, 2001 t. 1351021-1' Q,.833 we4t 5:20 PM 1 Designer Denise Poeltler 0 NC -TO-O8 Job Number: 01-123 Albers, Lot 67, Steel frame #60 (E -est) Checked By: 0.297 Member Deflections, LC 1: LATERAL +DL+ LL, (continued) 1263.79 4 0.001 0.749 Member Label Section x -Translation y -Translation (n) Uy Ratio NC 5.595 (in) (in) A.009 NC, 5-0.002 0.832 0"' 2 -NC 2 0'.303 + 1,894.233,"'; -0.833 -0.001 a 0.56& '. •,1183.895,,,, 21.6 I I I I I I I I M1 777 M4 15 -0 .832': t. 1351021-1' Q,.833 21.6 M3 1 0 0 NC -TO-O8 2 0 0.297 2022.064 3 0.001 0.559 1263.79 4 0.001 0.749 1444.332 5 0.002 0.833 NC I I I I I I I I M1 777 M4 15 -0 .832': 0:002_ '0 N 21.6 16.232 --1-11-1 -TO-O8 -'77p --7 ;' 2 - -0.832, 0.028- _132 5674 15 0.008 0 5.595 -0.833 , A.009 NC, 0"' 'L0-001" NC M5 1 -0.833 -0.001 NC 20.352 21.6 23.76 2 -0.833 -0.001 NC 3 -0.833 -0.001 NC 4 -0.833 0 NC 5 -0.833 0.002 NC Member AISC ASD 9th Code Checks, LC 1 : LATERAL + DL+ LL Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. C•% icfi W.A IKQA [Ku) I I I I I I I I M1 0.578 15 0.033 0 3.314 21.6 16.232 --1-11-1 -TO-O8 -'77p --7 ;' 2 - M3 0.271 15 0.008 0 5.595 21.6 23.76 1-12-1 0"' 77 21:6: , ,-D:32-, M5 0.141 3 0.095 0 20.352 21.6 23.76 1-11-2 RISA -2D Version 5.1 [C:\RISA\ALBERS #60-WEST.r2d] Page 10 BYQ9f DATE 2-7/0) JOB LOT CO -7 73.661 Highway I 11 0 Suite G CKD DATE PG GO Palm Desert, California 92260 (740) 779-0405 0 FAX (760) 779-1317 OF PREPARED FOR: j LIF —f< *rl f-- I V N 2 -r,c)) 0 Z!56 x1l') W I Z. x -Z OL 7/13 L)j BY DRP DATE '+6 1 JOB LO-( Col # OI-!Z?�' 73.661 Highway 111 • Suite G CKD DATE PG 5� Palm Desert, California 92260 (760) 779-0405 • FAX (760) 779-1317 OF I l (a PREPARED FOR: n-3 sxc + 14,�K.� I � W IZxZly �14,gk'1 + . N N + -11 t�Ox-. FoL 14, " -A I?'" _ I=,I" _... (4 x OM Z�bw�ll:o) Cd" x co`' 'x 'lz(,oyroti) --T PJ6& I/$�� lrl?tLo L ICO4 n Company :The Flying Buttress April 1 2001. y P Designer Denise Poeltler 5:46 PM Job Number: 01-123 Albers, Lot 67 Checked By: iGlobal Steel Code AISC 9th Edition ASD All"owal?le:Stress$Increas 1NNO•NI f t_ _. s Include Shear Deformation Yes Noof Sectigns forMember, Calmcs a 5 . - ;.. Redesign Sections ' Yes P, ,DeIXa Analy sis:Tolerance ' 0 57%0_ IJoint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature i Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K-ft/rad) Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length (degrees) AVM AVM (In) (In) (Ft) M1 N1 N2 I COLUMN PIN 10 IV12 - s : N4 Nom. ICOLUMN,P.04 Materials (General) . N3. M3 N2 I N4 I BEAM I18 ' Material Label Young's Modulus. Shear Modulus Poisson's Thermal Coef. 10^5 F) Weight Density (K/ft"3) Yield Stress (Ksi) (Ks) (Ksi) Ratio (per STL 29000 11154 .3____j_.65 T .49 36 ' Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label (In)A2 0,180) (90,270) (in A4 (in A4) Only COLUMN W8X24 STL 7.08 1.2 1.2 18.3_ 82'.8 I ''- "s.7 d1"tr:AlrSi-i:ix -.. ;YY 1TAIe/.!]VSfCKi. )_'. A'RiI C<T.,1-.at x"34'''5'I'tr71 "C. ...z. ,n•r '1q,'% xx: 7Es' iirIIb %x 7 i rc'IG7TA W9 4, .ex.. IJoint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature i Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K-ft/rad) Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length Steel Desiqn / NDS Parameters Member Section Length Lb out Lb in L_comp Cb . Sway Label Set le out le in le bend "K out K in CH Cm B out in ® .. . j _. 'x- r,',y.`.pr.' F: ,'i' 'X.3 - ?3 n3'i. '` „ss Y :... :'' Y ., w•it '7". $-:1''S^.. 2 5.' FAN RISA -213 Version 5.1 [C:\RISA\ALBERS #61.r2d] . Page 1 (degrees) AVM AVM (In) (In) (Ft) M1 N1 N2 I COLUMN PIN 10 IV12 - s : N4 Nom. ICOLUMN,P.04 W-111 . N3. M3 N2 I N4 I BEAM I18 Steel Desiqn / NDS Parameters Member Section Length Lb out Lb in L_comp Cb . Sway Label Set le out le in le bend "K out K in CH Cm B out in ® .. . j _. 'x- r,',y.`.pr.' F: ,'i' 'X.3 - ?3 n3'i. '` „ss Y :... :'' Y ., w•it '7". $-:1''S^.. 2 5.' FAN RISA -213 Version 5.1 [C:\RISA\ALBERS #61.r2d] . Page 1 1 u U Company The Flying ! '144 p y y g Buttress April 1, 2001: Designer Denise Poeltler 5:46 PM Job Number: 01-123 Albers, Lot 67 Checked By: Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check I COLUMN 1 12 1 12 1 12 1 12 1 .95 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (K/ft, F) (Ft or %) (Ft or %) UNIFORMY Y 1 -1 1 -1 1 0 0 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Nodal Point Dist. 1 DL + LL + LAT EL Earthquake Load I I I1 1 Joint Loads/Enforced Displacements, Cate_gory : EL, BLC 1 : DL + LL + LAT Joint Label [L]oad or Direction Magnitude [D]isplacement (K, K -ft, In, rad) N2 L X 1.701 Member Distributed Loads, Cate -gory: EL, BLC 1 : DL + LL + LAT Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N2 N4 UNIFORMY .18 Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print ... Load Combinations Num Description Env WS_ PD SRSS CD BLC Factor BLCFactor BLC Factor BLC Factor Joint Displacements, LC 1 : DL + LL + LAT Joint Label X Translation Y Translation Rotation (In) (In) (radians) Reactions, LC 1 : DL + LL + LAT Joint Label X Force Y Force Moment ' (K) (K) (K -ft) L RISA -21) Version 5.1 [C:\RISA\ALBERS #61.r2d] Page 2 1 111 1 111 1 111 cog Reactions, LC 1 : DL + LL + LAT Joint Label X Force Y Force Moment ' (K) (K) (K -ft) L RISA -21) Version 5.1 [C:\RISA\ALBERS #61.r2d] Page 2 1 J, 11 N3 = Reaction Totals Center of Gravity Coords (X,Y) (Ft) : 1 9 1 15 Story Drift. LC 1 : DL + LL + LAT Story X Direction Number Joint Label Drift % of Ht. (in) No Stories Defined... Redesign Shapes, LC 1 : DL + LL + LAT Section Member Current Suggested Alternate Shapes cm i K-I rhni- 1¢t rhnirrp 2nd Chnirp 3rd Chnirp 4th Chaice COLUMN N/A 0.189 No acce table sha found... Company : The Flying Buttress April 1, 2001 IIID N/A , . Designer Denise Poeltler 5:46 PM tJob Number: 01-123 Albers, Lot 67 Checked By: 4 0.189 0.723 Reactions, LC 1 : DL + LL + LAT, (continued) -10.845 Joint Label X Force Y Force Moment - 3.051 (K) (K) (K -ft) - 2 N1 -0.722 0.189 0.000 -3.727 1 J, 11 N3 = Reaction Totals Center of Gravity Coords (X,Y) (Ft) : 1 9 1 15 Story Drift. LC 1 : DL + LL + LAT Story X Direction Number Joint Label Drift % of Ht. (in) No Stories Defined... Redesign Shapes, LC 1 : DL + LL + LAT Section Member Current Suggested Alternate Shapes cm i K-I rhni- 1¢t rhnirrp 2nd Chnirp 3rd Chnirp 4th Chaice COLUMN N/A 0.189 No acce table sha found... 0 - , - BEAM N/A , . - -- - - <;No acce table.sha found::. -2.711 Member Section Forces, LC 1 : DL + LL + LAT _ Member Label Section Axial Shear Moment IK) (K) (K -ft) M1 1 0.189 0.723 0 0 2 0.189 0.723 -2.711 3 0.189 0.723 -5.422 4 0.189 0.723 -8.134 5 0.189 0.723 -10.845 M2 - -,- _ -_ 1 - 3.051 0.994 0 - - 2 3.051 0.994 -3.727 3 3.051 0.994 -7.455 4 3.051 0.994. '-11.182 5 3.051 0-994'. `-14:909 M3 1 0.979 0.189 -10.845 2 0.979 -0.621 -9.874 3 0.979 -1.431 -5.258 4 0.979 -2.241 3.003 5 0.979 -3.051 14.909 Member Stresses, LC 1 : DL + LL + LAT Member Label Section Axial Shear Bending top Bending bot (Ksi) (Ksi) (Ksi) (Ksi) mi 1 0.027 0.447 0 0 2 0.027 0.447 1.558 -1.558 3 0.027 0.447 3.116 -3.116 4 0.027 0.447 4.674 -4.674 5 0.027 0.447 6.232 -6.232 1 -0.4310 614 - - - _ 0 : -. , 0-1 -- 2 0.431 - , _ 0.614, .. 2.142 -2.142-- - RISA -2D Version 5.1 [C:\RISA\ALBERS #61.r2d] Page 3 Company The Flying Buttress April 1, 2001 Designer Denise Poeltler 5:46 PM ' Job Number: 01-123 Albers, Lot 67 Checked By: Member Stresses, LC 1 : DL + LL + LAT, (continued) ' Member Label Section Axial Shear Bending top Bending bot (Ksi) (Ksi) (Ksi) (Ksi) 11 1 1 2 3 UAJI U:Ol4 3 0 -0.552 1640.121 4 0 -0.76 1874.424 5 0 -0.885 i 4. 0.431. 0.614: 6.425 $:425 . .. M3 0.254 18 0.09 18 1 7.238 1 5 0,431- 0.614 8.567 =8.567 0.795 ,-` -p.002 s -N-0.003 :1363.444'. M3 1 0.128 0.081 3.898 -3.898 NC 2 2 0.128 -0.265 3.549 -3.549 4 0.8850.016 ' 5 0.884 3 0.128 -0.611 1 1.89 1 -1.89 4 0.128 -0.957 -1.079 1.079 5 0.128 -1.303 -5.358 5.358 ' Member Deflections LC 1 : DL + LL + LAT Member Label Section x -Translation y -Translation (n) Uy Ratio ( ( ' M1 0 0 11 1 1 2 0 0 0 -0.29 NC 2624.1 93 3 0 -0.552 1640.121 4 0 -0.76 1874.424 5 0 -0.885 NC M2 1 21;_6 ` -_ 21:6 H-1-2: .. M3 0.254 18 0.09 18 1 7.238 1 4001 -0.315 ; - 1908.822 l 3 ; -0;.001 -0:593 _ ': 1,193.014' " 0.795 ,-` -p.002 s -N-0.003 :1363.444'. -0.003M3 1 0.885 0 NC 2 0.8850.053 4136.729 3 0.8850.049 4516.429 4 0.8850.016 NC 5 0.884 NC Member RISC ASD 9th Code Checks, LC 1 : DL + LL + LAT Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) (Ft) (Ksi) (Ksi) (Ksi) M1 0.29 15 0.031 0 1 11.406 1 21.6 21.6 H1-2 M2 0:417 _: 1.5406 21;_6 ` -_ 21:6 H-1-2: .. M3 0.254 18 0.09 18 1 7.238 1 21.6 1 21 A H1-2 IRISA -2D Version 5.1 [C:\RISA\ALBERS #61.r2d] Page 4 C 10 1 1 1 1 1 1 1 1 1 1 1 v ,._ rifLa's ,_N_._ FEW v UPPER ROOF 'I 24" QC I 6,211t Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver:. 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:02:08 AM Project: ALBERS - Location: B - 1 GUEST PATIO ' Summary: 5.125 IN x 13.5 IN x 16.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 60.1% Controlling Factor: Section Modulus / Depth Required 10.94 In Deflections: ' Dead Load: DLD= 0.28 IN Live Load: LLD= 0.15 IN = U1283 Total Load: TLD= 0.43 IN = U450 Reactions (Each End): Live Load: LL-Rxn= 1536 LB Dead Load: DL-Rxn= 2839 LB Total Load: TL-Rxn= 4375 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.31 IN Camber Reqd.: C= 0.41 IN ' Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 : 12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Non-Snow Live Load: Roof Loaded Area: RLA= 192.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load-Side One: LL1= 16.0 PSF ' Roof Dead Load-Side One: Tributary Width-Side One: DL1= TW1= 26.0 12.0 PSF FT Roof Live Load-Side Two: LL2= 16.0 PSF Roof Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 ' Beam Self Weight: BSW= 17 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 16.0 FT Beam Uniform Live Load: wL= 192 PLF ' Beam Uniform Dead Load: wD_adj= 355 PLF Total Uniform Load: wT= 547 PLF Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI ' Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PSI ' Adjusted Properties Fb' (Tension): Fb'= 2160 PSI Adjustment Factors: Cd=0.90 FV: FV= 171 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 17498 FT-LB 8.0 ft from left support Critical moment created by combining all dead and live loads. ' Maximum Shear: V= 4375 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 97.3 IN3 S= 155.6 IN3 Area: Areq= 38.4 IN2 A= 69.1 IN2 Moment of Inertia: Ireq= 559.9 IN4 ' 1= 1050.7 IN4 1 L 1 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on' 03-30-2001 :11:05:51 AM Project: ALBERS - Location: B -2 GUEST PATIO 1907 Summary: Sreq= 5.5 IN x 11.5 IN x 12.0 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 69.1% Controlling Factor: Area /Depth Required 7.85 In 121.2 Deflections: Areq= Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 FV: FV= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 141,3/, VO 0.10 IN 0.04 IN = U3912 0.13 IN = U1083 528LB 1379 LB 1907 LB 0.55 IN 12.0 FT 0.0 FT 5 : 12 360 240 66.0 SF One 16.0 PSF 36.0 PSF 5.5 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 15 PLF 12.0 FT 88 PLF 230 PLF 318 PLF 1350 PSI 85 PSI 1600000 PSI. 625 PSI 1215 PSI 77 PSI M= 5722 FT -LB V= 1907 LB Sreq= 56.6 IN3 S= 121.2 IN3 Areq= 37.4 IN2 A= 63.2 IN2 Ireq= 154.5 IN4 1= 697.0 IN4 n Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:05:56 AM Project: ALBERS - Location: B - 3 GUEST BREEZEWAY LB Summary: LB 5.125 IN x 12.0 IN x 13.0 FT ./ 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 117.2% Controlling Factor: Section Modulus / Depth Required 8.53 In Deflections: IN Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: PSF Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: FT Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: PLF Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: ' Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 FV: ' Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 6.5 ft from left support ' Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: ' Moment of Inertia: Ey= Fc perp= Fb_cpr= Fb'= FV= I&E V= Co4- 110 0.17 IN 0.07 IN = U2372 0.23 IN = U669 884 LB 2252 LB 3136 LB 0.94 IN 0.25 IN 13.0 FT 0.0 FT 5 12 360 IN4 240 1.5 X DLD 110.5 SF One 16.0 PSF 36.0 PSF 8.5 FT 16.0 PSF 0.0 PSF 0.0 FT . 0.90 15 PLF 13.0 FT 136 PLF 346 PLF 482 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 10192 FT -LB 3136 LB Sreq= 56.7 IN3 S= 123.0 IN3 Areq= 27.6 IN2 A= 61.5 IN2 Ireq= 265.0 IN4 1= 738.0 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 : 1:50:02 PM Project: ALBERS2 - Location: B - 4 GUEST HOUSE Coy% 169 Summary: 5.5 IN x 11.5 IN x 8.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 295.5% Controlling Factor: Area / Depth Required 4.32 In Deflections: Dead Load: DLD= 0.01 IN' Live Load: LLD= 0.01 IN = U18630 Total Load: TLD= 0.02 IN = U5048 Reactions (Each End): Live Load: LL-Rxn= 221, LB Dead Load: DL-Rxn= 595 LB Total Load: TL-Rxn= 816 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.24 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Non -Snow Live Load: Roof Loaded Area: RLA= 27.6 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 16.0 PSF Roof Dead Load -Side One: DL1= 26.0 PSF Tributary Width -Side One: TW1= 3.25 FT Roof Live Load -Side Two: LL2= 16.0 PSF Roof Dead Load -Side Two: DL2= 0.0 PSF Tributary Width -Side Two: TW2= 0.0 FT, Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 33 PLF Beam Self Weight: BSW= 15 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT Beam Uniform Live Load: wL= 52 PLF Beam Uniform Dead Load: wD_adi= 140 PLF Total Uniform Load: wT= 192 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1215 PSI Adjustment Factors: Cd=0.90 Cf=1.00 F : Fel= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 1733 FT -LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 816 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 17.2 IN3 S= 121.2 IN3 Area: Areq= 16.0 IN2 A= 63.2 IN2 Moment of Inertia: Ireq= 33.2 IN4 1= 697.0 IN4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 : 1:50:11 PM Project: ALBERS2 - Location: B - 5 GUEST HOUSE V= Summary: LB 5.5 IN x 7.5 IN x 6.5 FT / #1 - Douglas Fir -Larch - Dry Use 11.0 Section Adequate By: 247.0% Controlling Factor: Area / Depth Required 3.46 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 41.2 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 3.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.02 IN 0.01 IN = U11556 0.02 IN = U3221 169 LB 437 LB 606 LB 0.18 IN 6.5 FT 0.0 FT 5 :12 360 240 21.1 SF One 16.0 PSF 26.0 PSF 3.25 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 33 PLF 10 PLF 6.5 FT 52 PLF 135 PLF 187 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 985 FT -LB V= 606 LB Sreq= 11.0 IN3 S= 51.5 IN3 Areq= 11.9 IN2 A= 41.2 IN2 Ireq= 14.5 IN4 1= 193.3 IN4 1 it 1 Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:13 PM Prosect: ALBERS2 - Location: B - 6 GUEST HOUSE 1658 Summary: Sreq= 5.5 IN x 7.5 IN x 8.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 26.9% Controlling Factor: Area / Depth Required 6.53 In 51.5 Deflections: Areq= Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -Perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.06 IN 0.09 IN = U1120 0.15 IN = U689 1020 LB 638 LB 1658 LB 0.48 IN 8.5 FT 0.0 FT .25 :12 360 240 102.0 SF One 20.0 PSF 10.0 PSF 12.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 20 PLF 10 PLF 8.5 FT 240 PLF 150 PLF 390 PLF 1200 PSI . 85 PSI 1600000 PSI 625 PSI 1080 . PSI 77 PSI M= 3523 FT -LB V= 1658 LB Sreq= 39.2 IN3 S= 51.5 IN3 Areq= 32.6 IN2 A= 41.2 IN2 Ireq= 67.4 IN4 1= 193.3 IN4 1 L 1 1 0 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:13:15 AM . Project: ALBERS - Location: B - 7 GARAGE 1429 Summary: Sreq= 5.5 IN x 11.5 IN x 10.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 125.7% Controlling Factor: Area / Depth Required 6.36 In Deflections: Dead Load:DLD= IN3 Live Load: _ ..-__ _ - . _ __ . LLD= Total Load: TLD= Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: RLA= Roof Loaded Area: Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV-. Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.05 IN 0.02 IN = U6424 0.07 IN = U1888 420 LB 1009 LB 1429 LB 0.42 IN 10.5 FT' 0.0 FT 5 :12 360 240 52.5 SF One 16.0 PSF 26.0 PSF 5.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 10.5 FT 80 PLF 192 PLF 272 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 3751 FT -LB V= 1429 LB Sreq= 37.1 IN3 S= 121.2 IN3 Areq= 28.1 IN2 A= 63.2 IN2 Ireq= 88.7 IN4 1= 697.0 IN4 1 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:14 PM Project: ALBERS2 - Location: B - 7A GARAGE V= Summary: LB 5.5 IN x 7.5 IN x 9.5 FT / #1 - Douglas Fir -Larch - Dry Use 28.5 Section Adequate By: 81.5% Controlling Factor: Section Modulus / Depth Required 5.57 In Deflections: IN3 Dead Load: DLD= _ _ Live Load: " " LLD= Total Load: TLD= Reactions (Each End): 54.7 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.10 IN 0.04 IN = U3007 0.13 IN = U849 304 LB 773 LB 1077. LB 0.31 . IN 9.5 FT 0.0 FT 5 :12 360 240 38.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 40 PLF 10 PLF 9.5 FT 64 PLF 163 PLF 227 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 2557 FT -LB V= 1077 LB Sreq= 28.5 IN3 S= 51.5 IN3 Areq= 21.2 IN2 A= 41.2 IN2 Ireq= 54.7 IN4 1= 193.3 IN4 r Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001: 11:13:16 AM Project: ALBERS - Location: B - 8 GARAGE S= Summary: IN3 5.5 IN x 11.5 IN x 10.5 FT / #1 - Douglas Fir -Larch - Dry Use 28.1 Section Adequate By: 125.7% Controlling Factor: Area / Depth Required 6.36 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 697.0 Live Load: L-Rxn= LL-Rxn= Dead Load: Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: RLA= Roof. Loaded Area: Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load' wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties FU (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: ILFiO V= 0.05 IN 0.02 IN = U6424 0.07 IN = U1888 420 LB 1009 LB 1429 LB 0.42 IN 10.5 FT 0.0 FT 5 :12 . 360 240 52.5 SF One 16.0 PSF 26.0 PSF 5.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 10.5 FT 80 PLF 192 PLF 272 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI 3751 FT -LB . 1429 LB Sreq= 37.1 IN3 S= 121.2 IN3 Areq= 28.1 IN2 A= 63.2 IN2 Ireq= 88.7 IN4 1= 697.0 IN4 1 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 BV: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:16 PM Project: ALBERS2 - Location: B - 8A GARAGE V= Summary: LB 5.5 IN x 7.5 IN x 9.5 FT / #1 - Douglas Fir -Larch - Dry Use 28.5 Section Adequate By: 81.5% Controlling Factor: Section Modulus / Depth Required 5.57 In Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 54.7 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.10 IN 0.04 IN = U3007 0.13 IN = U849 304 LB 773 LB 1077 LB 0.31 IN 9.5 FT 0.0 FT 5 :12 360 240 38.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 40 PLF 10 PLF 9.5 FT 64 PLF 163 PLF 227 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 2557 FT -LB V= 1077 LB Sreq= 28.5 IN3 S= 51.5 IN3 Areq= 21.2 IN2 A= 41.2 IN2 Ireq= 54.7 IN4 1= 193.3 IN4 Roof Beam[ 97 Uniform Buijdinq Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 :11:13:17 AM Project: ALBERS - Location: B - 9 GARAGE V= Summary: LB 5.5 IN x 11.5 IN x 10.5 FT / #1 - Douglas Fir -Larch - Dry Use 34.1 Section Adequate By: 145.7% Controlling Factor: Area / Depth Required 6.09 In Deflections: Dead Load: DLD= Live Load: - LLD= Total Load: TLD= Reactions (Each End): 63.2 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TWI= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= wd_adi= Beam Uniform Dead Load: Total Uniform Load: wT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf--1.00 FV:Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 5.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: -7 Y11& 0.04 IN 0.02 IN = U7138 0.06 IN = U2055 378 LB 935 LB 1313 LB 0.38 IN 10.5 FT 0.0 FT 5 12 360 240 47.3 SF One 16.0 PSF 26.0 PSF 4.5 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF* 10.5 FT 72 PLF 178 PLF 250 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 3447 FT -LB V= 1313 LB Sreq= 34.1 IN3 S= 121.2 IN3 Areq= 25.8 IN2 A= 63.2 IN2 Ireq= 81.5 IN4 1= 697.0 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) [ Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:02:10 AM Project: ALBERS - Location: B - 10 GARAGE LB Summary: LB 5.125 IN x 12.0 IN x 13.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 180.7% Controlling Factor: Section Modulus / Depth Required 7.93 In Deflections: FT Dead Load: _ . . ,... DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: FT Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: t./ Camber Adjustment Factor: CAF= Non -Snow Live Load: PLF Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: PSI Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wDadi= Total Uniform Load: -WT= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex -- Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 6.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= Fc perp= Fb_cpr= Fb'= FV= ;is V= 0.13 IN 0.07 IN = U2400 0.19 IN = U832 810 LB 1527 LB 2337 LB 0.70 IN 0.19 IN 13.5 FT 0.0 FT 5 :12 360 IN4 240 1.5 X DLD 101.3 SF One 16.0 PSF 26.0 PSF 3.5 FT 16.0 PSF 26.0 PSF 4.0 FT 0.90 15 PLF 13.5 FT 120 PLF 226 PLF 346 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 7887 FT -LB 2337 LB Sreq= 43.9 IN3 S= 123.0 IN3 Areq= 20.5 IN2 A= 61.5 IN2 Ireq= 213.0 IN4 1= 738.0 IN4 n 1 It/tc(0 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Paeltler, , The Flying Buttress on: 03-30-2001 : 11:02:11 AM Project: ALBERS - Location: B - 11 GARAGE Summary: 5.125 IN x 12.0 IN x 8.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 70.0% Controlling Factor: Area / Depth Required 7.55 In Deflections: Dead Load: _ - ~ DLD= 0.06 IN Live Load:. LLD= 0.03 IN = U3606 Total Load: TLD= 0.09 IN = U1189 Reactions (Each End): Live Load: LL-Rxn= 1360 LB Dead Load: DL-Rxn= 2764 LB Total Load: TL-Rxn= 4124 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.24 IN Camber Reqd.: C= 0.09 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Non -Snow Live Load: Roof Loaded Area: RLA= 170.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 16.0 PSF Roof Dead Load -Side One: DL1= 26.0 PSF Tributary Width -Side One: TW1= 20.0 FT Roof Live Load -Side Two: LL2= 16.0 PSF Roof Dead Load -Side Two: DL2= 0.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 72 PLF Beam Self Weight: BSW= 15 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT Beam Uniform Live Load: wL= 320 PLF Beam Uniform Dead Load: wD adi=' 650 PLF Total Uniform Load: -WT= 970 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1'600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2160 PSI . Adjustment Factors: Cd=0.90 FV: FV= 171. PSI Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 8763 FT -LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 4124 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 48.7 IN3 S= 123.0 IN3 Area: Areq= 36.2 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 1,49.0 IN4 1= 738.0 IN4 W I n I] Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver. 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:40 PM Project: ALBERS2 - Location: B - 12 GARAGE 51.5 Summary: Areq= 5.5 IN x 7.5 IN x 3.0 FT / #1 - Douglas Fir -Larch - Dry Use IN2 Section Adequate By: 58.4% Controlling Factor: Area / Depth Required 4.73 In 41.2 Deflections: Ireq= Dead Load: DLD= _. Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One! DLI= Tributary Width -Side One: TWI= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 1.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: M= 0.00 IN 0.00 IN = U20106 0.01 IN = U6905 456 LB 872 LB 1328 LB 0.39 IN 3.0 FT 0.0 FT 5 :12 360 240 57.0 SF One 16.0 PSF 26.0 PSF 19.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 10 PLF 3.0 FT 304 PLF 581 PLF 885 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI 996 FT -LB V= 1328 LB Sreq= 11.1 IN3 S= 51.5 IN3 Areq= 26.1 IN2 A= 41.2 IN2 Ireq= 6.8 IN4 1= 193.3 IN4 11 Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:02:13 AM Project: ALBERS - Location: B - 13 912 Summary: Sreq= 5.5 IN x 11.5 IN x 9.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 253.6% Controlling Factor: Area / Depth Required 4.83 In Deflections: DLD= Dead Load: 17.9 Live Load: -' _- - LLD= Total Load: TLD= Reactions (Each End): 46.4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= 'BL= Bearing Length Required (Beam only, Support capacity not checked): Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof:,RP= Live Load Deflec. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method- ethod Roof Loading: Roof Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf--1.00 F : Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 71,/10 0.02 IN 0.01 IN = U10842 0.03 IN = U3613 304 LB 608 LB 912 LB 0.27 IN 9.5 FT 0.0 FT 5 :12 360 240 38.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 15 PLF 9.5 FT 64 PLF 128 PLF 192 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 2166 FT -LB V= 912 LB Sreq= 21.4 IN3 S= 121.2 IN3 Areq= 17.9 IN2 A= 63.2 IN2 Ireq=_ 46.4 IN4 1= 697.0 IN4 Roof Beam[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 Bv: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:41 PM Project: ALBERS2 - Location: B - 14 V= Summary: LB 5.5 IN x 11.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use 8.6 Section Adequate By: 414.4% Controlling Factor: Area / Depth Required 3.05 In Deflections: 121.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 1 7 ,to 0.00 IN 0.00 IN = U55872 0.00 IN = U15681. 176 LB 451 LB 627 LB 0.18 IN 5.5 FT 0.0 FT 5 :12 360 240 22.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 5.5 FT 64 PLF 164 PLF 228 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 862 FT -LB V= 627 LB Sreq= 8.6 IN3 S= 121.2 IN3 Areq= 12.3 IN2 A= 63.2 IN2 Ireq= 10.7 IN4 1= 697.0 IN4 1 1 Roof Beamf 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:42 PM Project: ALBERS2 - Location: B - 15 V= Summary: LB 5.5 IN x 5.5 IN x 4.0 FT / #1 - Douglas Fir -Larch - Dry Use 4.9 Section Adequate By: 250.6% Controlling Factor: Area / Depth Required 2.31 In Deflections: 27.7 Dead Load: DLD= Live Load: - ' LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam. only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf --1.00 Cfu=0.74 FV: Fd= Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 2.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 78/110 0.01 IN 0.00 IN = U15889 0.01 IN = U4622 128 LB 312 LB 440 LB 0.13 IN 4.0 FT 0.0 FT 5 :12 360 240 16.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 7 PLF 4.0 FT 64 PLF 156 PLF 220 PLF 1200 PSI 85 PSI 1600000 PSI. 625 PSI 1080 PSI 77 PSI M= 440 FT -LB V= 440 LB Sreq= 4.9 IN3 S= 27.7 IN3 Areq= 8.7 IN2 A= 30.2 IN2 Ireq= 4.0 IN4 1= 76.2 IN4 I. Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:43 PM Project: ALBERS2 - Location: B - 16 1278 Summary: Sreq= 5.5 IN x 7.5 IN x 3.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 64.7% Controlling Factor: Area / Depth Required 4.55 In 51.5 Deflections: Areq= Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live -Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 1.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: -7q/ Ilo 0.00 IN 0.00 IN = U10129 0.01 IN = U5272 665 LB 613 LB 1278 LB 0.37 IN 3.5 FT 0.0 FT .25 :12 360 240 66.5 SF One 20.0 PSF 16.0 PSF 19.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 10 PLF 3.5 FT 380 PLF 350 PLF 730 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 1118 FT -LB V= 1278 LB Sreq= 12.5 IN3 S= 51.5 IN3 Areq= 25.1 IN2 A= 41.2 IN2 Ireq= 8.9 IN4 1= 193.3 IN4 1 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 :11:19:35 AM ' Proiect: ALBERS - Location: B - 17 Summary: 5.125 IN x 12.0 IN x 11.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 177.1% Controlling Factor: Section Modulus / Depth Required 7.36 In , Center Span Deflections: ' Dead Load: DLD-Center= 0.08 IN Live Load: LLD -Center= 0.05 IN = U2822 Total Load: TLD -Center- 0.13 IN = U1039 Camber Required: C= 0.13 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 590 LB Dead Load: DL-Rxn-A= 1045 LB Total Load: TL-Rxn-A= 1635 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.49 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 922 LB Dead Load: DL-Rxn-B= 1584 LB Total Load: TL-Rxn-B= 2506 LB ' Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.75 IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 11.5 FT ' Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: ' Uniform Load: Live Load:. wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF ' Point Load 1 Live Load: PL1-2= 576 LB Dead Load: PD1 -2= 936 LB Location (From left end of span): X1-2= 5.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 144 PLF Left Dead Load: TRD-Left-1-2= 234 PLF Right Live Load: TRL-Riqht-1-2= 144 PLF Right Dead Load: TRD-Right-1-2= 234 PLF ' Load Start: A-1-2= 5.0 FT Load End: B-1-2= 11.5 FT Load Length: C-1-2= 6.5 FT Properties For: 24F -V4- Visually Graded Western Species ' Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI ' Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2160 PSI Adjustment Factors: Cd=0.90 ' Fv': Fv'= 171 PSI Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 7990 FT -LB ' 5.175 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 2506 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 ' Comparisons With Required Sections: Section Modulus: Sreq= 44.4 IN3 S= 123.0 IN3 ' Area: Areq= A= 22.0 61.5 IN2 IN2 Moment of Inertia: Ireq= 170.5 IN4 1= 738.0 IN4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:44 PM Project: ALBERS2 - Location: B - 17A V= Summary: LB 5.5 IN x 7.5 IN x 11.0 FT / #1 - Douglas Fir -Larch - Dry Use 42.3 Section Adequate By: 22.0% Controlling Factor: Section Modulus / Depth Required 6.79 In Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 94.2 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': FV= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: E, 0.11 IN 0.15 IN = U861 0.27 IN = U493 792 LB 591 LB 1383 LB 0.40 IN 11.0 FT 0.0' FT 5 :12 360 240 99.0 SF One 16.0 PSF 10.0 PSF 9.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 10 PLF 11.0 FT 144 PLF 108 PLF 252 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 3804 FT -LB V= 1383 LB Sreq= 42.3 IN3 S= 51.5 IN3 Areq= 27.2 IN2 A= 41.2 IN2 I req= 94.2 I N4 1= 193.3 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 Bv: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:02:14 AM Project: ALBERS - Location: B - 18 2879 Summary, : 5.125 IN x 12.0 IN x 11.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 143.5% Controlling Factor: Area / Depth Required 7.64 In Deflections: DLD= Dead Load: 11.5 Live Load: - LLD= Total Load: TLD= Reactions (Each End): 360 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearinq Length Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: 26.0 Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: 11.5 Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: 501 Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: ' Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ev= Fc perp= Fb_cpr= Fb'= Fv'= &E V= 0.10 IN 0.05 IN = U2647 0.15 IN = U930 1012 LB 1867 LB 2879 LB 0.86 IN 0.14 IN 11.5 FT 0.0 FT 5 :12 360 IN4 240 1.5 X DLD 126.5 SF One 16.0 PSF 26.0 PSF 11.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 15 PLF 11.5 FT 176 PLF 325 PLF 501 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 8279 FT -LB 2879 LB Sreq= 46.0 IN3 S= 123.0 IN3 Areq= 25.3 IN2 A= 61.5 IN2 Ireq= 190:4 IN4 1= 738.0 IN4 1 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:46 PM Project: ALBERS2 - Location: B - 18A V= Summary: LB 5.5 IN x 7.5 IN x 10.5 FT / #1 - Douglas Fir -Larch - Dry Use 42.7 Section Adequate By: 21.0% Controlling Factor: Section Modulus / Depth Required 6.82 In Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 90.7 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 FV: FV= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: llywp 0.10 IN 0.14 IN = U891 0.25 IN = U512 840 LB 621 LB 1461 LB 0.43 IN 10.5 FT 0.0 FT 5 :12 360 240 105.0 SF One 16.0 PSF 10.0 PSF 10.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 10 PLF 10.5 FT 160 PLF 118 PLF 278 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 'PSI 77 PSI M= 3836 FT -LB V= 1461 LB Sreq= 42.7 IN3 S= 51.5 IN3 Areq= 28.7 IN2 A= 41.2 IN2 Ireq= 90.7 IN4 1= 193.3 IN4 F, I I Roof Beam[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 Stress By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:02:15 AM Project: ALBERS - Location: B - 19 CANTINA 4740 Summary: 1.42 5.125 IN x 16.5 IN x 18.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 93.1% Controlling Factor: Section Modulus / Depth Required 12.16 In Deflections: FT Dead Load:DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: FT Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: PLF Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: PSI Roof Live Load -Side One: LL1= Roof Dead Load -Side One: _DU= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex-- x= Stress Perpendicular to Grain: ' Bendinq Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Cv=0.98 FV: Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 9.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= Fc perp= Fb_cpr= Fb'= FV= &S V= 0.21 IN 0.15 IN = U1436 0.36 IN = U600 1980 LB 2760 LB 4740 LB 1.42 IN 0.31 IN 18.0 FT 0.0 FT .25 :12 360 IN4 240 1.5 X DLD 198.0 SF One 20.0 PSF 26.0 PSF 11.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 21 PLF 18.0 FT 220 PLF 307 PLF 527 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2125 PSI 171 PSI 21328 FT -LB 4740 4B Sreq= 120.5 IN3 S= 232.5 IN3 Areq= 41.6 I N2 A= 84.5 IN2 Ireq= 767.7 IN4 1= 1918.5 IN4 1 n I 7 LI Ci 11 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 BY: Denise Poeltler, , The Flying Buttress on: 03-30-2001 :11:05:52 AM Project: ALBERS - Location: B - 20 V= Summary: LB 5.5 IN x 11.5 IN x 10.0 FT / #1 - Douglas Fir -Larch - Dry Use 50.8 Section Adequate By: 56.8% Controlling Factor: Area / Depth Required 7.44 In S= Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 115.7 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RL A= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wDadi= Total Uniform Load: -WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.04 IN 0.04 IN = U2704 0.08 IN = U1446 1100 LB 957 LB 2057 LB 0.60 IN 10.0 FT 0.0 FT .25 :12 360 240 110.0 SF One 20.0 PSF 16.0 PSF 11.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 15 PLF 10.0 FT 220 PLF 191 PLF 411 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 5143 FT -LB V= 2057 LB Sreq= 50.8 IN3 S= 121.2 IN3 Areq= 40.4 IN2 A= 63.2 IN2 Ireq= 115.7 IN4 1= 697.0 IN4 .1 1 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:47 PM Project: ALBERS2 - Location: B - 21 V= Summary: LB 5.5 IN x 5.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use 9.3 Section Adequate By: 155.0% Controlling Factor: Area / Depth Required 3.18 In Deflections: 27.7 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL=Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA_ Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -Perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Cfu=0.74 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.03 IN 0.01 IN = U6112 0.04 IN = U1778 176 LB 429 LB 605 LB 0.18 IN 5.5 FT 0.0 FT 5 :12 360 240 22.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 7 PLF 5.5 FT 64. PLF 156 PLF 220 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 832 FT -LB V= 605 LB Sreq= 9.3 IN3 S= 27.7 IN3 Areq= 11.9 IN2 A= 30.2 IN2 Ireq= 10.3 IN4 1= 76.2 IN4 n Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:48 PM Project: ALBERS2 - Location: B - 22 V= Summary: LB 5.5 IN x 5.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use 7.4 Section Adequate By: 219.0% Controlling Factor: Area / Depth Required 2.84 In Deflections: 27.7 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Cfu=0.74 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: g49it0 0.02 IN 0.01 IN = U8149 0.03 IN = U2224 132 LB 352 LB 484 LB 0.14 IN 5.5 FT 0.0 FT 5 -12 360 240 16.5 SF One 16.0 PSF 26.0 PSF 3.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 7 PLF 5.5 FT 48 PLF 128 PLF 176 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 665 FT -LB V= 484 LB Sreq= 7.4 IN3 S= 27.7 IN3 Areq= 9.5 IN2 A= 30.2 IN2 Ireq= 8.3 IN4 1= 76.2 IN4 171 1 Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:49 PM Proiect: ALBERS2 - Location: B - 23 1591 Summary: Sreq= 5.5 IN x 9.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 67.4% Controlling Factor: Area / Depth Required 5.67 In 82.7 Deflections: Areq= Dead Load: DLD= Live Load: - LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= .. Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf--1.00 Fv': Fv'= Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 8 to 0.01 IN 0.01 IN = U10499 0.02 IN = U3483 528 LB 1063 LB 1591 LB 0.46 IN 5.5 FT 0.0 FT 5 :12 360 240 66.0 SF One 16.0 PSF 26.0 PSF 12.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 13 PLF 5.5 FT 192 PLF 387 PLF 579 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 _ PSI M= 2188 FT -LB V= 1591 LB Sreq= 21.7 IN3 S= 82.7 IN3 Areq= 31.3 IN2 A= 52.2 IN2 Ireq= 27.1 IN4 1= 392.9 IN4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:51 PM Project: ALBERS2 - Location: B - 24 2202 Summary: Sreq= 5.5 IN x 11.5 IN x 4.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 46.5% Controlling Factor: Area / Depth Required 7.85 In 121.2 Deflections: Areq= Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: WT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 FV: FV= Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 2.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.01 IN 0.00 IN = U19431 0.01 IN = U6670 756 LB 1446 LB 2202 LB 0.64 IN 4.5 FT 0.0 FT 5 :12 360 240 94.5 SF One 16.0 PSF 26.0 PSF 21.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 4.5 FT 336 PLF 643 PLF 979 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 2478 FT -LB V= 2202 LB Sreq= 24.5 IN3 S= 121.2 IN3 Areq= 43.2 IN2 A= 63.2 IN2 Ireq= 25.1 IN4 1= 697.0 IN4 11 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:05:54 AM Project: ALBERS - Location: B - 25 ' Summary: 5.125 IN x 13.5 IN x 12.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.4% Controlling Factor: Area/ Depth Required 11.17 In ' Deflections: _.__..._ Dead Load: _ .. .._ ._.._. DLD= LLD= 0.18 0.11 IN IN = U1404 Live Load: Total Load: TLD= 0.29 IN = U526 Reactions (Each End): Live Load: LL-Rxn= 2300 LB ' Dead Load: DL-Rxn= TL-Rxn= 3843 6143 LB LB Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL= 1.84 IN Camber Reqd.: C= 0.27 IN Beam Data: Span: L= 12.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= .25 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Non -Snow Live Load: Roof Loaded Area: RLA= 287.5 SF ' Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 16.0 PSF Roof Dead Load -Side One: DL1= 26.0 PSF Tributary Width -Side One: TW1= 11.0 FT ' Roof Live Load -Side Two: LL2= 16.0 PSF Roof Dead Load -Side Two: DL2= 26.0 PSF Tributary Width -Side Two: TW2= 12.0 FT Roof Duration Factor: Cd= 0.90 ' Beam Self Weight: BSW= 17 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 12.5 FT Beam Uniform Live Load: wL= 368 PLF Beam Uniform Dead Load: wD_adi= 615 PLF ' Total Uniform Load: WT= 983 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI ' Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 1200 PSI ' Adjusted Properties Fb' (Tension): Fb'= 2160 PSI Adjustment Factors: Cd=0.90 F : Fv'= 171 PSI Adjustment Factors: Cd=0.90 ' Design Requirements: Controlling Moment: M= 19198 FT -LB 6.25 ft from left support Critical moment created by combining all dead and live loads. ' Maximum Shear: V= 6143 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 106.7 IN3 ' S= 155.6 IN3 Area: Areq= 53.9 I N2 A= 69.1 IN2 Moment of Inertia: Ireq= 479.9 IN4 ' 1= 1050.7 IN4 11 1 FII Ll 1 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:53 PM Proiect: ALBERS2 - Location: B - 26 V= Summary: LB 5.5 IN x 11.5 IN x 3.0 FT / #1 - Douglas Fir -Larch - Dry Use 10.9 Section Adequate By: 119.7% Controlling Factor: Area / Depth Required 5.23 In Deflections: 121.2 Dead Load: DLD= _... _ _ T Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch'Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': FJ= Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 1.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.00 IN 0.00 IN = U65578 0.00 IN = U22510 504 LB 964 LB 1468 LB 0.43 IN 3.0 FT 0.0 FT 5 :12 360 240 63.0 SF One 16.0 PSF 26.0 PSF 21.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 3.0 FT 336 PLF 643 PLF 979 PLF 1350 PSI 85 PSI, 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1101 FT -LB V= 1468 LB Sreq= 10.9 IN3 S= 121.2 IN3 Areq= 28.8 IN2 A= 63.2 IN2 Ireq= 7.5 IN4 1= 697.0 IN4 s Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 :11:05:55 AM Project: ALBERS - Location: B - 27 2294 Summary: Sreq= 5.5 IN x 11.5 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 40.6% Controlling Factor: Area / Depth Required 8.18 In 121.2 Deflections: Areq= Dead Load:DLD= IN2 Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U' Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adl= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=9.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.02 IN 0.03 IN = U3748 0.05 IN = U2026 1240 LB 1054 LB 2294 LB 0.67 IN 8.0 FT 0.0 FT .25 :12 360 240 124.0 SF One 20.0 PSF 16.0 PSF 15.5 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 15 PLF 8.0 FT 310 PLF 263 PLF 573 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 4587 FT -LB V= 2294 LB Sreq= 45.4 IN3 S= 121.2 IN3 Areq= 45.0 IN2 A= 63.2 IN2 Ireq= 82.6 IN4 1= 697.0 IN4 t I I Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 : 1:49:54 PM Project: ALBERS2 - Location: B - 29 0.01 Summary: 990 5.5 IN x 11.5 IN x 4.5 FT / #1 - Douglas Fir -Larch - Dry Use 908 Section Adequate By: 70.0% Controlling Factor: Area / Depth Required 6.77 In 189,8 Deflections: 0.55 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 360 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TVV2= Roof Duration Factor: Cd= . Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 FV: FV= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.00 IN 0.00 IN = U14838 0.01 IN = U7740 990 LB 908 LB 189,8 LB 0.55 IN 4.5 FT 0.0 FT .25 :12 360 1= 240 IN4 99.0 SF One 20.0 PSF 16.0 PSF 12.0 FT 20.0 PSF 16.0 PSF 10.0 FT 0.90 36 PLF 15 PLF 4.5 FT 440 PLF 403 PLF 843 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 2135 FT -LB V= 1898 LB Sreq= 21.1 IN3 S= 121.2 IN3 Areq= 37.3 IN2 A= 63.2 IN2 Ireq= 21.7 IN4 1= 697.0 IN4 n 7 11 LI II u 11 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 Stress By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:05:57 AM Project: ALBERS - Location: B - 30 LB Summary: LB 5.125 IN x 12.0 IN x 13.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 51.3% Controlling Factor: Section Modulus / Depth Required 9.75 In Deflections: FT Dead Load: ._-- DLD= ___-- -.. _ _... .. _ _ Live Load: . _ LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: FT Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: FT Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: PLF Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex-- x= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fel: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 6.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= `9Y vo 0.21 IN 0.13 'IN = U1240 0.33 IN = U466 1690 - LB 2811 LB 4501 LB 1.35 IN 0.31 IN 13.0 FT 0.0 FT .25 : 12 360 IN4 240 1.5 X DLD 211.3 SF One 16.0 PSF 26.0 PSF 6.75 FT 16.0 PSF 16.0 PSF 9.5 FT 0.90 90 PLF 15 PLF 13.0 FT 260 PLF 433 PLF 693 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI. 2160 PSI 171. PSI 14629 FT -LB 4501 LB Sreq= 81.3 IN3 S= 123.0 IN3 Areq= 39.5 IN2 A= 61.5 IN2 Ireq= 380.4 IN4 1= 738.0 IN4 1 1 L 17 Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:55 PM Project: ALBERS2 - Location: B - 31 PATIO V= Summary: LB 5.5 IN x 11.5 IN x 7.0 FT / #1 - Douglas Fir -Larch - Dry Use 17.4 Section Adequate By: 222.0% Controlling Factor: Area / Depth Required 4.35 In Deflections: 121.2 Dead Load: _ DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc—perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00. Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 3.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.01 IN 0.00 IN = U21681 0.01 IN = U6060 280 LB 722 LB 1002 LB 0.29 IN 7.0 FT 0.0 FT 5 :12 360 240 35.0 SF One 16.0 PSF 26.0 PSF 5.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 50 PLF 15 PLF 7.0 FT 80 PLF 206 PLF 286 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1753 FT -LB V= 1002 LB Sreq= 17.4 IN3 S= 121.2 IN3 Areq= 19.7 IN2 A= 63.2 IN2 Ireq= 27.7 IN4 1= 697.0 I N4 F 1 LII Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:49:56 PM Project: ALBERS2 - Location: B - 32 PATIO PSI Summary: PSI 5.5 IN x 11.5 IN x 10.0 FT / #1 - Douglas Fir -Larch - Dry Use PSI Section Adequate By: 327.8% Controlling Factor: Area / Depth Required 4.52 In Deflections: 77 Dead Load:DLD= Ireq= Live Load: _.. _ _ _ LLD=. Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: ITiO V= 0.02 IN 0.01 IN = U14873 0.03 IN = U3945 200 LB 554 LB 754 LB 0.22 IN 10.0 FT 0.0 FT 5 :12 360 240 25.0 SF One 16.0 PSF 26.0 PSF 2.5 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 25 PLF 15 PLF 10.0 FT 40 PLF 111 PLF 151 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI 1885 FT -LB 754 LB Sreq= 18.7 IN3 S= 121.2 IN3 Areq= 14.8 I N2 A= 63.2 IN2 Ireq= 42.5 IN4 1= 697.0 IN4 1 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:09:13 AM Project: ALBERS.- Location: B - 33 2434 Summary: Sreq= 5.5 IN x 11.5 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 32.5% Controlling Factor: Area / Depth Required 8.68 In 121.2 Deflections: Areq= Dead Load: DLD= Live Load: - - -- -- - - - - - LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf--1.00 FV:Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: q &/10 0.03 IN 0.02 IN = U4007 0.05 IN = U1910 1160 LB 1274 LB 2434 LB 0.71 IN 8.0 FT 0.0 FT .25 :12 360 240 116.0 SF One 20.0 PSF 16.0 PSF 11.0 FT 20.0 PSF 26.0 PSF 3.5 FT 0.90 36 PLF 15 PLF 8.0 FT 290 PLF 318 PLF 608 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 4867 FT -LB V= 2434 LB Sreq= 48.1 IN3 S= 121.2 IN3 Areq= 47.8 IN2 A= 63.2 IN2 Ireq= 87.7 IN4 1= 697.0 IN4 1 1 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:09:14 AM Proiect: ALBERS - Location: B - 34 2337 Summary: Sreq= 5.5 IN x 11.5 IN x 9.0 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 38.0% Controlling Factor: Area / Depth Required 8.33 In 121.2 Deflections: Areq= Dead Load: _ _.. __. DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of .Elasticity: E= Stress Perpendicular to Grain: Fc Adjusted Properties -Perp= Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 FV: Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: FV= 0.04 IN 0.03 IN = U3400 0.07 IN = L/1571 1080 LB 1257 LB 2337 LB 0.68 IN 9.0 FT 0.0 FT .25 :12 360 240 108.0 SF One 20.0. PSF 16.0 PSF 12.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 72 PLF 15 PLF 9.0 FT 240 PLF 279 PLF 519 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 5259 FT -LB V= 2337 LB Sreq= 52.0 IN3 S= 121.2 IN3 Areq= 45.9 IN2 A= 63.2 IN2 Ireq= 106.5 IN4 1= 697.0 IN4 F, Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:09:15 AM Project: ALBERS - Location: B - 35 LB Summary: LB 5.125 IN x 13.5 IN x 16.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 38.4% Controlling Factor: Section Modulus / Depth Required 11.49 In Deflections: 16.0 Dead Load:DLD= 0.0 ..._.. __ - - ----.. ___ Live Load: LLD=- Total Load: TLD= Reactions (Each End): 240 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Camber Regd.:. C= Beam Data: 2.0 Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: 16.0 Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: 633 Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TVV2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex_ Ey= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Fv': FJ= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.28 IN 0.21 IN = U906 0.49 IN = U389 2176 LB 2887 LB 5063 LB 1.52 IN 0.42 IN 16.0 FT 0.0 FT .25 : 12 360 IN2 240 648.0 1.5 X DLD 272.0 SF One 16.0 PSF 16.0 PSF 2.0 FT 16.0 PSF 16.0 PSF 15.0 FT 0.90 72 PLF 17 PLF 16.0 FT 272 PLF 361 PLF 633 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI M= 20252 FT -LB V= 5063 LB Sreq= 112.6 IN3 S= 155.6 IN3 Areq= 44.5 IN2 A= 69.1 IN2 Ireq= 648.0 IN4 1= 1050.7 IN4 11 11 11 1 Roof Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:49:57 PM Project: ALBERS2 - Location: B - 36 V= Summary: LB 5.5 IN x 11.5 IN x 5.0 FT / #1 - Douglas Fir -Larch - Dry Use 18.3 Section Adequate By: 118.2% Controlling Factor: Area/ Depth Required 5.27 In Deflections: 121.2 Dead Load: _ DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect.. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: i wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design, Requirements: Controlling Moment: 2.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.00 IN 0.00 IN = U15865 0.01 IN = U8047 750 LB 729 LB 1479 LB 0.43 IN 5.0 FT 0.0 FT .25 :12 360 240 75.0 SF One 20.0 PSF 16.0 PSF 15.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 15 PLF 5.0 FT 300 PLF 291 PLF 591 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1848 FT -LB V= 1479 LB Sreq= 18.3 IN3 S= 121.2 IN3 Areq= 29.0 IN2 A= 63.2 IN2 Ireq= 20.8 IN4 1= 697.0 IN4 i 11 1 1 Roof Beam[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 : 1:49:59 P.M Project: ALBERS2 - Location: B - 37 V= Summary: LB 5.5 IN x 11.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use 10.5 Section Adequate By: 319.8% Controlling Factor: Area / Depth Required 3.37 In Deflections: 121.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method =. Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Adjustment FV: Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.00 IN 0.00 IN = U35758 0.01 IN = U12798 275 LB 493 LB 768 LB 0.22 IN 5.5 FT 0.0 FT .25 :12 360 240 27.5 SF One 20.0 PSF 26.0 PSF 3.0 FT 20.0 PSF 16.0 PSF 2.0 FT 0.90 54 PLF 15 PLF 5.5 FT 100 PLF 179 PLF 279 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1056 FT -LB V= 768 LB Sreq= 10.5 IN3 S= 121.2 IN3 Areq= 15.1 I N2 A= 63.2 IN2 Ireq= 13.1 IN4 1= 697.0 IN4 F, Roof Beam f 97 Uniform Buildinq Code (91 NDS) 1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:09:17 AM Project: ALBERS - Location: B - 38 PSI Summary: PSI 5.125 IN x 12.0 IN x 13.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 47.9% Controlling Factor: Section Modulus / Depth Required 9.87 In Deflections: PSI Dead Load:DLD= 389.1 Live Load: - -- - --- _-__._ LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: Bendinq Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 6.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= Fc perp= Fb_cpr= Fb'= FV= uE V= 0.21 IN 0.13 IN = U1203 0.34 IN = U455 1742 LB 2863 LB 4605 LB 1.38 IN 0.32 IN 13.0 FT 0.0 FT .25 :12 360 240 1.5 X OLD 217.8 SF One 16.0 PSF 16.0 PSF 10.0 FT 16.0 PSF 26.0 PSF 6.75 FT 0.90 90 PLF 15 PLF 13.0 FT 268 PLF 441 PLF 709 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 14968 FT -LB Cf:Y 1• :3 Sreq= 83.2 IN3 S= 123.0 IN3 Areq= 40.4 IN2 A= 61.5 IN2 Ireq= 389.1 IN4 1= 738.0 IN4 rJ I u Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:00 PM Project: ALBERS2 - Location: B - 39 ENTRY V= Summary: LB 5.5 IN x 11.5 IN x 6.5 FT / #1 - Douglas Fir -Larch - Dry Use 16.3 Section Adequate By: 217.8% Controlling Factor: Area / Depth Required 4.22 In Deflections: 121.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf--1.00 FV:Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 3.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 10 yo 0.01 IN 0.00 IN = U24617 0.01 IN = U6937 286 LB 729 LB 1015 LB 0.30 IN 6.5 FT 0.0 FT 5 :12 360 240 35.8 SF One 16.0 PSF 26.0 PSF 2.5 FT 16.0 PSF 26.0 PSF 3.0 FT 0.90 54 PLF 15. PLF 6.5 FT 88 PLF 224 PLF 312 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1649 FT -LB V= 1015 LB Sreq= 16.3 IN3 S= 121.2 IN3 Areq= 20.0 I N2 A= 63.2 IN2 Ireq= 24.2 IN4 1= 697.0 IN4 e 1 11 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:03 PM Project: ALBERS2 - Location: B - 40 ENTRY V= Summary: 5.5 IN x 9.5 IN x 8.5 FT / #1 -Douglas Fir -Larch -Dry Use LB Section Adequate By: 294.1% Controlling Factor: Area/ Depth Required 3.93 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: IN2 Reactions (Each End): LL-Rxn= Live Load: Dead Load: L-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): T L-Rxn= BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DLI= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: .W2= Tributary Width -Side Two: Cd= Roof Duration Factor: = WALL= Wall Load: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD_ = Beam Uniform Dead Load: WT= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E= Modulus of Elasticity: Stress Perpendicular to Grain: Fc -Perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Fv'= Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created -by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: loy 0.02 IN 0.01 IN = U13653 0.03 IN = U3432 170 LB 506 LB 676 LB 0.20 IN 8.5 FT 0.0 FT 5 :12 360 240 21.3 SF One 16.0 PSF 26.0 PSF 2.5 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 13 PLF 8.5 FT 40 PLF 119 PLF 159 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1437 FT -LB V= 676 LB Sreq= 14.2 IN3 S= 82.7 IN3 Areq= 13.3 IN2 A= 52.2 IN2 I req= 27.5 I N4 I= 392.9 IN4 1 i Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:50:04 PM Project: ALBERS2 - Location: B - 41 PATIO V= Summary: 5.5 IN x 11.5 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use LB Section Adequate By: 247.5% Controlling Factor: Area / Depth Required 4.47 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: A= Reactions (Each End): LL-Rxn= Live Load: DL-Rxn= Dead Load: TL-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DL1= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: -WT= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E_ Modulus of Elasticity: Fcperp= Stress Perpendicular to Grain: - Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Fv'= Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.01 IN 0.01 IN = U18156 0.02 IN = U5008 256 LB 672 LB 928 LB 0.27 IN 8.0 FT 0.0 FT 5 :12 360 240 32.0 SF One 16.0 PSF 26.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 40. PLF 15 PLF 8.0 FT 64 PLF 168 PLF 232 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1856 FT -LB V= 928 LB Sreq= 18.4 IN3 S= 121.2 IN3 Areq= 18.2 IN2 A= 63.2 IN2 Ireq= 33.5 IN4 1= 697.0 IN4 t Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:09:18 AM Project: ALBERS - Location: B - 42 PATIO 192.1 Summary: 5.125 IN x 15.0 IN x 20.0 FT / 24F -V4 - Visually Graded Western Species - Section Modulus / Depth Dry Use Required 10.87 In Section Adequate By: 147.5% Controlling Factor: IN2 Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: 1441.4 Reactions (Each End): LL-Rxn= Live Load: DL-Rxn= Dead Load: TL-Rxn= Total Load:BL= Length Required (Beam only, Support capacity not checked): Bearing C= Camber Reqd.: Beam Data: L= Span: Lu= Maximum Unbraced Span: RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: CAF= Camber Adjustment Factor: Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DLI= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wDadi= Beam Uniform Dead Load: -WT= Total Uniform Load: Properties For: 24F -V4- Visually Graded Western Species Fb= Bending Stress: Fv= Shear Stress: Ex-- x=Modulus Modulusof Elasticity: Ey= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Cv=0.98 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 10.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fc perp= Fb_cpr= Fb'= Fv'= M= V= 10 /to 0.29 IN 0.09 IN = U2703 0.38 IN = U630 640 LB 2107 LB 2747 LB 0.82 IN 0.44 IN 20.0 FT 0.0 FT 5 :12 360 240 1.5 X DLD 80.0 SF One 16.0 PSF 36.0 PSF 4.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 19 PLF 20.0 FT 64 PLF 211 PLF 275 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2123 PSI 171 PSI 13734 FT -LB 2747 LB Sreq= 77.7 IN3 S= 192.1 IN3 Areq= 24.1 IN2 A= 76.8 IN2 Ireq= 549.3 IN4 I= 1441.4 IN4 L 11 7 Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03=30-2001 : 11:09:19 AM Project: ALBERS - Location: B - 43 1082 Summary: 5.5 IN x 9.5 IN x 4.5 FT / #1 - Douglas Fir -Larch - Dry Use Factor: Area / Depth Required 3.86 In Sreq= Section Adequate By: 146.4% Controlling IN3 Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: 52.2 Reactions (Each End): LL-Rxn= Live Load: DL-Rxn= Dead Load: TL-Rxn= Total Load: only, Support capacity not checked): BL= . Bearing Length Required (Beam Beam Data: L= Span: Lu= Maximum Unbraced Span: RP= Pitch Of Roof: L/ Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DL1= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: -wT= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E_ Modulus of Elasticity: Fc Stress Perpendicular to Grain: -Perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Fv'= Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: [00/40 0.00 IN 0.00 IN = U16729 0.01 IN = U7656 495 LB 587 LB 1082 LB 0.31 IN 4.5 FT 0.0 FT .25 :12 360 240 49.5 SF One 20.0 PSF 16.0 PSF 11.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 72 PLF 13 PLF 4.5 FT 220 PLF 261 PLF 481 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1217 FT -LB V= 1082 LB Sreq= 12.1 IN3 S= 82.7 IN3 Areq= 21.3 IN2 A= 52.2 IN2 Ireq= 12.4 IN4 1= 392.9 IN4 Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 : 1:50:06 PM Project: ALBERS2 - Location: B - 44 PATIO 1600000 Summary: 5.5 IN x 5.5 IN x 5.5 FT / #1 -Douglas Fir -Larch -Dry Use 625 Section Adequate By: 326.0% Controlling Factor: Area / Depth Required 2.46 In 1080 Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): TL-Rxn= BL= Beam Data: L_ Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TTW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: SlopelPitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: -WT= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E_ Modulus of Elasticity: Stress Perpendicular to Grain: Fc erp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Cfu=0.74 Fv': FV= Adjustment Factors: Cd=0.90 Design Requirements: M= Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Sreq= Section Modulus: S= Area: Moment of Inertia: Areq= A= Ireq= 1= 0.02 0.01 0.02 88 274 362 0.11 5.5 0.0 5 360 240 0YI 0 IN IN = U12224 IN = U2971 LB LB LB IN FT FT :12 11.0 SF One 16.0 PSF 26.0 PSF 2.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 7 PLF 5,5 FT 32 PLF 100 PLF 132 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI 498 FT -LB 362 LB 5.6 IN3 27.7 IN3 7.2 I N2 30.2 IN2 6.2 IN4 76.2 IN4 . I t 1 11 Roof Beam[ 97.Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler, , The Flying Buttress on: 05-12-2001 :1:50:07 PM Project: ALBERS2 - Location: B - 45 1879 Summary: Sreq= 5.5 IN x 11.5 IN x 5.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 71.6% Controlling Factor: Area / Depth Required 6.7 In 121.2 Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: Ireq= Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: Rte`= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DL1= Roof Dead Load -Side One: Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= = Shear Stress: E_ E Modulus of Elasticity: Stress Perpendicular to Grain: Fc�erp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.01 IN 0.01 IN = U10517 0.01 IN = U5232 935 LB 944 LB 1879 LB 0.55 IN 5.5 FT 0.0 FT .25 :12 360 240 93.5 SF One 20.0 PSF 16.0 PSF 15.0 FT 20.0 PSF 26.0 PSF 2.0 FT 0.90 36 PLF. 15 PLF 5.5 FT 340 PLF 343 PLF 683 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 2584 FT -LB V= 1879 LB Sreq= 25.6 IN3 S= 121.2 IN3 Areq= 36.9 IN2 A= 63.2 IN2 Ireq= 32.0 IN4 1= 697.0 IN4 1 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:13:10 AM Project: ALBERS - Location: B - 46 3906 Summary: 5.125 IN x 12.0 IN x 12.0 FT / 24F -V4 -Visually Graded Western Species -Dry Use Section Adequate By: 79.5% Controlling Factor: Area / Depth Required 8.73 In 0.20 Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: 360 Reactions (Each End): LL-Rxn= Live Load: DL-Rxn= Dead Load: TL-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): L= Camber Reqd.: 16.0 Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: CAF= Camber Adjustment Factor: 0.90 Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: 12.0 Roof Loading: LL1= Roof Live Load -Side One: DL1= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: 2160 Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wDadi= Beam Uniform Dead Load: _ wT= Total Uniform Load: Properties For: 24F -V4- Visually Graded Western Species Fb= Bending Stress: Fv= Shear Stress: Ex= Modulus of Elasticity: Ey= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fc perp= Fb_cpr= Fb'= Fv'= V= l0YJ60 0.13 IN 0.10 IN = U1508. 0.23 IN = U630 1632 LB 2274 LB 3906 LB 1.17 IN 0.20 IN 12.0 FT 0.0 FT .25 :12 360 IN4 240 1.5 X DLD 204.0 SF One 16.0 PSF 16.0 PSF 15.0 FT 16.0 PSF 26.0 PSF 2.0 FT 0.90 72 PLF 15 PLF 12.0 FT 272 PLF 379 PLF 651 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 11718 FT -LB 3906 Lb Sreq= 65.2 IN3 S= 123.0 IN3 Areq= 34.3 IN2 A= 61.5 IN2 Ireq= 281.2 IN4 1= 738.0 IN4 1 11 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 BY: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:50:08 PM Project: ALBERS2 - Location: B - 47 V= Summary: 5.5 IN x 11.5 IN x 4.5 FT / #1 - Douglas Fir -Larch - Dry Use PSF Section Adequate By: 142.4% Controlling Factor: Area / Depth Required 4.74 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: FT Reactions (Each End): L-Rxn= LL-Rxn= Live Load: PLF Dead Load: TL-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: L/ Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: PSI Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: Roof Loading: LL1= Roof Live Load -Side One: DL1= Roof Dead Load -Side One: TW1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD Beam Uniform Dead Load: _ wT= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E= Modulus of Elasticity: Fc erp= Stress Perpendicular to Grain: Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.00 Fv'= Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 2.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.00 IN 0.00 IN = U21762 0.00 IN = L/11039 675 LB 656 LB 1331 LB 0.39 IN 4.5 FT 0.0 FT .25 :12 360 240 67.5 SF One V= 20.0 PSF 16.0 PSF 15.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 IN2 36 PLF 15 PLF 4.5 FT 300 PLF 291 PLF 591 PLF. 1350 PSI 85 PSI 1600000 PSI 625 PSI 1215 PSI 77 PSI M= 1497 FT -LB V= 1331 LB Sreq= 14.8 IN3 S= 121.2 IN3 Areq= 26.1 I N2 A= 63.2 IN2 Ireq= 15.2 IN4 1= 697.0 IN4 11 11 n 1 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 05-12-2001 : 1:50:10 PM Project: ALBERS2 - Location: B - 48 510 Summary: Sreq= 5.5 IN x 7.5 IN x 7.5 FT / #1 - Douglas Fir -Larch - Dry Use IN3 Section Adequate By: 312.4% Controlling. Factor: Area/ Depth Required 3.4 In 51.5 Deflections: Areq= Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 3.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.02 - IN 0.01 IN = U9779 0.03 IN = U2876 150 LB 360 LB 510 LB 0.15 IN 7.5 FT 0.0 FT .25 : 12 360 240 15.0 SF One 20.0 PSF 16.0 PSF 2.0 FT 20.0 PSF 0.0 PSF 0.0 FT 0.90 54 PLF 10 PLF 7.5 FT 40 PLF 96 PLF 136 PLF 1200 PSI 85 PSI 1600000 PSI 625 PSI 1080 PSI 77 PSI M= 956 FT -LB V= 510 LB Sreq= 10.7 IN3 S= 51.5 IN3 Areq= 10.1 I N2 A= 41.2 I N2 Ireq= 16.2 IN4 1= 193.3 IN4 1 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Y - Fc perp= Fb_cpr= Fb'= Fv'= M= V= 0Y1(0 0.24 IN 0.08 IN = U2089 0.32 IN = U530 1232 LB 3625 LB Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 ' By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 : 11:13:12 AM Project: ALBERS - Location: B - 49 IN Summary: 5.125 IN x 13.5 IN x 14.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use IN Section Adequate By: 62.4% Controlling Factor: Area / Depth Required 10.51 In 0.0 Deflections: . DLD= :12 Dead Load: LLD= 240 Live Load: TLD= X DLD Total Load: SF One Reactions (Each End): LL-Rxn= ' Live Load: Dead Load: DL-Rxn= 11.0 Total Load: TL-Rxn= PSF Bearing Length Required (Beam only, Support capacity not checked): BL= 0.0 Camber Reqd.: C= Beam Data: L= 17 Span: Maximum Unbraced Span: Lu= FT Pitch Of Roof: RP= U ' Live Load Deflect. Criteria: U PLF Total Load Deflect. Criteria: PSI 190 Camber Adjustment Factor: CAF= ' Non -Snow Live Load: Roof Loaded Area: RLA= Method = 650 Live Load Method: 1200 PSI Roof Loading: Roof Live Load -Side One: LL1= 171 Roof Dead Load -Side One: DL1= ' Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Cd= Roof Duration Factor: WALL= Wall Load: Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: 24F -V4- Visually Graded Western Species ' Bending Stress: Fb= Fv= Shear Stress: Ex= Modulus of Elasticity: E- 1 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Y - Fc perp= Fb_cpr= Fb'= Fv'= M= V= 0Y1(0 0.24 IN 0.08 IN = U2089 0.32 IN = U530 1232 LB 3625 LB 4857 LB 1.46 IN 0.35 IN 14.0 FT 0.0 FT 5 :12 360 IN4 240 1.5 X DLD 154.0 SF One 16.0 PSF 36.0 PSF 11.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 72 PLF 17 PLF 14.0 FT 176 PLF 518 PLF 694 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 16999 FT -LB 4857 LB Sreq= 94.5 IN3 S= 155.6 IN3 Areq= 42.7 IN2 A= 69.1 IN2 Ireq= 475.9 IN4 1= 1050.7 IN4 n u Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Denise Poeltler , The Flying Buttress on: 03-30-2001 : 11:13:13 AM Project: ALBERS - Location: B - 50 LB Summary: 5.125 IN x 13.5 IN x 11.5 FT / 24F -V4 -Visually Graded Western Species -Dry Use Section Adequate By: 108.5% Controlling Factor: Area / Depth Required 8.41 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: :12 Reactions (Each End): LL-Rxn= Live Load: DL-Rxn= Dead Load: TL-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): L= Camber Regd.: Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: L/ Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: CAF= Camber Adjustment Factor: FT Non -Snow Live Load: RLA= Roof Loaded Area: Method = Live Load Method: PLF Roof Loading: Roof Live Load -Side One: LL1= DL1= Roof Dead Load -Side One: .W1= Tributary Width -Side One: LL2= Roof Live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: WALL= Wall Load: BSW= Beam Self Weight: PSI Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wDadi= Beam Uniform Dead Load: _wT= Total Uniform Load: Properties For: 24F -V4- Visually Graded Western Species Fb= Bending Stress: Fv= Shear Stress: Ex= Modulus of Elasticity: Ey= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: 5.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fc perp= Fb_cpr= Fb'= Fv'= V= Iy 0.10 IN 0.04 IN = U3769 0.14 IN = U1008 1012 LB 2770 LB 3782 LB 1.14 IN 0.15 IN 11.5 FT 0.0 FT 5 :12 360 IN4 240 1.5 X DLD 126.5 SF One 16.0 PSF 36.0 PSF 11.0 FT 16.0 PSF 0.0 PSF 0.0 FT 0.90 36 PLF 17 PLF 11.5 FT 176 PLF 482 PLF 658 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2160 PSI 171 PSI 10875 FT -LB 3782 LB Sreq= 60.5 IN3 S= 155.6 IN3 Areq= 33.2 IN2 A= 69.1 IN2 Ireq= 250.1 IN4 1= 1050.7 IN4 ' II4ll O Roof Beam[ 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.02 / By: Denise Poeltler, , The Flying Buttress on: 03-30-2001 :11:13:14 AM ' Project: ALBERS - Location: B - 51 Summary: 5.125 IN x 15.0 IN x 15.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 59.7% Controlling Factor: Area / Depth Required 11.57 In Deflections: ' Dead Load: DLD= 0.24 IN Live Load: LLD= 0.09 IN = U2092 Total Load: TLD= 0.32 IN = U560 Reactions (Each End): Live Load: LL-Rxn= 1470 LB ' Dead Load: DL-Rxn= 4018 LB Total Load: TL-Rxn= 5488 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.65 IN Camber Reqd.: C= 0.35 IN ' Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: Live Load Deflect. Criteria: RP= U 5 360 :12 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Non -Snow Live Load: . Roof Loaded Area: RLA= 210.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 14.0 PSF Roof Dead Load -Side One: DL1= 36.0 PSF ' Tributary Width -Side One: TW1= 8.0 FT Roof Live Load -Side Two: LL2= 14.0 PSF Roof Dead Load -Side Two: DL2= 26.0 PSF Tributary Width -Side Two: TW2= 6.0 FT Roof Duration Factor: Cd= 0.90 ' Wall Load: WALL= 36 PLF Beam Self Weight: BSW= 19 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= 15.0 FT ' Beam Uniform Live Load: wL= 196 PLF Beam Uniform Dead Load: ' wD_adj= 536 PLF Total Uniform Load: wT= 732 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI ' Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI ' Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2160 PSI Adjustment Factors: Cd=0.90 ' Fv': Fv'= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 20579 FT -LB 7.5 ft from left support ' Critical moment created by combining all dead and live loads. Maximum Shear: V= 5488 LB At support. Critical shear created by combining all dead and live loads. ' Comparisons With Required Sections: Section Modulus: Sreq= 114.4 IN3 S= 192.1 IN3 Area: Areq= 48.2 IN2 A= 76.8 IN2 Moment of Inertia: Ireq= 617.3 IN4 1= 1441.4 IN4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BY ICRP DATE JOB # .73* 661 Highway 111 ! Suite G CKD DATE PG i t5 Palm Desert, California 92260 (760) 779-0405 ! FAX 1760) 779-1317 OF IICO PREPARED FOR: (' t S4-1' PTO%i. = Ioo 1 1 c` x Z` = Coc c o4li- WT, of FT&r- C2 `x 'ac.l. I PG► = ( 40 K OF rT&-- I'd) 150 8437 1,410wle-&LIk- GP(,lJ p-+" WT. oF- Ff4o ? ' x a` x .o t50 = 135a* *1,L-0 Imo! 6 i• G©LU M N I.oaV t t 1 1 1 1 J POST AND FOOTING SCHEDULE POST MAX. COLUMN FOOTING RE6AR BEAM P05T LOAD SIZE 512E HARDWARE HARDWARE P -D 1500 1 - 2X6 12" W. X 18" DP. I - #5 TOP DTL. 30 - CONTINUOUS FOOTIN6 AND BOTTOM 4X612" W. X Ib" DP. I - #5 TDP DTL. 81 HPAHD22, HD, OR GB P -I 1500 EE PLAN 6X6 51*E CONTINUOUS FOOTIN6 AND BOTTOM 5T6224 DTL. 3,4,5,9 4X6 „ 24 SQUARE X 2 - #5 s DTL. 31 HPAH022, P-2 5400 OR 6Xb 18" DEEP EACH WAY 5T6224 HD, OR GB SEE PLAN (U.N.O.) DTL. 5,4,5,11 HPAHD22, P-3 8431 6 X 618" 30" SQUARE X 3 - #5'9 DTLS. 32, HD, OR GB DEEP EACH WAY 55,54 DTL. 3,4,5,9 36" SQUARE X 4 - #5'5 DTLS. 32, DTL. 12 P-4 12150 6 X 6 24" DEEP EACH WAY 55,54 GB 66 P-5 12150 6 X 6 36" SQUARE X 4 - #5`s DTL5. 33,55 DTL. II 24" DEEP EACH WAY GB 66 P-6 12150 MX24 36" SQUARE X 4 - #55 DTL. 26 DTL. 22 18" DEEP EACH WAY P -i 12150 W12X22 36" SQUARE X 18" DEEP 4 - #55 EACH WAY DTL. 2-1 DTL. 23 121'0 6X6X1/2" 36" SQUARE X 18" DEEP 4 - #55 W EACH AY DTL. 28 DTL. 24 T.S. P -Q 12150 6X6XI/2" 36" SQUARE X 18" DEEP 4 - #5'S EACH WAY DTL. 29 DTL. 25, T.5. Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: SFD Occupancy Group: R3 78-100 MASTERS CIRCLE Bldg. Permit No.: 0105-335 Type of Construction: VN Land Use Zone: RL 11 Owner of Building: RICHARD ALBERS Building Official Address: 78-060 CALLE ESTADO SUITE 11 City: LA QUINTA CA 92253 By: KIRK KIRKLAND Date: 4-11-03 POST IN A CONSPICUOUS PLACE