Loading...
Report CITY OF TIGARD EJEi 1G R E E N Approved Conditionally Approved [ ] o PACIFIC, INC. see to:Fol low [ ] Attached ....[ ] 1 r GENERAL CONTRACTORS Permit Number:T3 Me 'w2-61 Ad O 4c124 By: Date: 9117 SW Burnham St. Tigard, OR 97223 Approved plans CCB # 41521 shall be on job site. OFFICE COPY EXHIBIT "A" DESCRIPTION OF WORK The Contractor shall provide materials and labor to perform the repairs per Pinnell-Busch "Preliminary Scope of Repair— Draft", project# 3479.6, dated April 20, 2012, and attached as part of this Exhibit. NOTE: Section 9.0, Unit Specific Repair— Unit 14824, does not apply to this contract. The Contractor has personally inspected the site. Following are clarifications to the Construction Contract. A N r 1,^. •� .. t' . ,..,..i,...,-41 . . area _ N r^ s: .i :e.;^+.' w.'Cs'".-q"°.raf,.s'4?'''ei+'..? •(r ; Vr G+ SW 100th Ave SW!t]Bth five y �� r Q t¢¢''��� 4a,r n �,9.,'a:° �t tye r ... .. c; �" � .1k'v� r i'.,,,,...`:,,;.,,r s r w < ,-,,w,,,,,'4,1,.�'" w,.:c `>+.;F ,L 1, ry;-7 •U . t+'l. x d e'"x7 1 + nw +a ,, w ,r t a s 7 a•, o': rt, ° 1Wy ,✓° . ,F f ,-,° .. 'e« yk,.,•/w 4 A° t .: L M ."1 1,,,'",,,,' 3' S•W 'y ,�r . rt:,� i"..5;•3 eS S" r �i ..4,;.0-•','"p,,,t F .r x re "kW n iF y?� �i ti's�++r t s'L1:21r wpb i ? fir.•Frf Q .kk;';Y.4 #� -a s ,.' � , r, {t� "=-it P°, r`t'.'-'•'-fEy". b w 'A uy4's°G 'b,4 � 'Svw 4 c c� N's4q�• °•s a- uj 1�•irn� C'iy , 4,, w.:!,,,..0,. '.1.t. ffi4,, 4.4,;41':*-,41-.4,4.1d'-T v. "fia7E�%G41f'Y*..P i''r, C. . {'i'��i'Did' .!'frd' _ - 6W q-,•l� f,i ro'i dry { ��+i LC H .4 F 4 et ' "F » i x 1,j+ i' r. La's AmY ,..*:?1,,,,..t f r . ' G, eeiitt,, '•' �f^ , „t Y� � J,' '`, ' A% ',�V�if �..A^?''�' ', Y`_r '3 {n:s + 3, 2 1;,..7- '.; �` w.. r ,.. � "'s'"'1<.".Vi'.:. r t a •' .��^ . t r ra cy' ' r't , - �'fi� ,.r, ^k x q ..14::',T. '„. ,�Y' OO,, �s `_� 'tG: � i ? r - x;�, •y hay b x� ,. >:�r * k '.-/"rrg t, -?,.e s..' z s• r .. J/�;,,� �lq}, f I.ai„ Mi '4�' ils...f`''7•”_ ,'"` '�, �,'; -N' t3' � •1 ;v<�r r - '' S 1 1r e��X�w� '��' �' ; 1 p' ,',1 R ,� C l 1 i y r �''.r' st�X ,i y }y a 1.,*,..-,- *SZ N- � a r %,' a 1� '' r,f > cJ '� ;. . 41. s� rt fi..r*','tic ,+ �y`J .A' . rp° vG a , .xt }" F� ! tt" ' 'ear?' .ahk 3 �r +w i , fj , t•i' wee, 4. i, r ° P'1 ;a k v A �h z .0 r r y 1`sr. `'b r :-, t,�"4„+^�' 4 _�*`"L'. `a, �. ,:... �.�� `�' c F '�r t r,, a r .4_,_::7.:t ,r4, i="4 .'lei^ �,y X�., r ws� •?'. a �i ` s.� l SW 1Yi a, I' '.i d .}tom �-"4�",r,{ �r.� e 'S F b'S.� x' ::p /::.:",*,*::.1";';?t `{ fii - .v ' �^> i ' rr + rrxfar ` ` 4Lt -;'-14::1/44:y '^ r y z r } +• yF n, cns 4 r sy y J�x y 4t i r a s WI! ` �,F .d , ri`ti r�d`a y <'� w'. k:7:�.•^M`ti�� r--+r '. . .mow.vc ,n f�„%'k / Zij--,,__,,_, .."'‘i-leib -"'ek',..,4,'IP' ',•57.4,'F'-''0:.,,;‘,-,—,•,:.,... .,q.,.• -..— CEO / 4 1, 4M„ie,4S 5 tlaa � �”) a+¢ :� �d� _ y; * �. ' I LW Y_ r'r!- ,kv d 1 �,.rk `f+ pa tt. ,� 1 r},. ;k r i '' f*a y5 fi t 11IW .. 1,.61 V' Y '''''''';:.44. a kid 3 '`y F •ai'{ tin r Di4 L tv--}, v`•,'V° r Y if 3' b f r �j i �} ,a '. em• '' ' 'Y� j•k ,t SSA ,may �c v,,,,h fq� "' ,,(P. 2 '�` ...,y' r �' t$,,l � s s5' {�, 1.?ern,,. f ...>G.tl ,'Mti C 9 ,4 ys'°s,n ;n..1,.•,�,.r4 r �;r ,,5...'.4F ,,y ,k:.,, . .,,,•MI.S b •,k. �,,:e Y7' -,r,7 1�j'' '4'f -�;'r'"?•- �a c ,'�•��„k S�A ;7641::-.�•+� ♦ ...•4+ ",�,ts7._ {o� � tl R 1,, '`M.,, ,t�„� •t }ss"� r�5i 31- r x.EILa ..u�.1.+•>•C F2 • ,,,,4,,,7' 0 'k: -its. '..•-',7%-,,r r t'f7X /rdt� r w. Y v,.X'n. 4:a 1.. e c : .+ e i. a ,, x�i, ti n .d `e„a � T J .t:.. ... ..,,4 *„,,#. i , � 1At.... "'""�'p,,,.” -y '4 .ri•'e,Y!' � .: P'X�'trt �4 ^•Y'R,i '; 4."e ;,..''f ,o-A' i'.','• `k a�F `�' s ,y . .'', '7,i;•"�4 ax,,, Y.a a.., a ,�;�,...„:S^M„va`u»+'^.•,;'' f ? , i F 1'�, .G+L ,�,ti�4 r 'y" toz• tS"a4�g,4;;;4`.1.i.' ;'' F ," ,+yrti "f 3 X 4• ib •, + ,<vY i '-'.•!:-..i.'.---':'1.' y:y rr .Y, v. w }.. t^., .a `f+^.'d� %Sn„;tq+4 ? ro£ +'S`'S cX s 'i- ,+• -::X+twx...,,, ..-+w .,. �'„ ✓7..�` ",...:k ,�hr', .?"fit,r „cs.r.• z !•>y&k,tl i.c...,kL+b s, ,•.'t - .. ..:t,. .:�i 1 A. PERMITS / SPECIAL INSPECTIONS a. This proposal includes an Allowance of $500.00 / building for the cost to obtain a building permit and any other fees associated with the building permit, such as: the cost for having blueprints drawn if required; additional structural engineering drawings or details if required; etc. b. This proposal includes an Allowance of $2,000.00 / building for the services of a Structural Engineer to perform a site visit, provide structural details and make a final inspection of the site once the work has been completed. NOTE: Allowance amounts not used to satisfy the specified fees shall be returned to the Owner. If the work for both buildings is done at the same time the amounts allotted for the Allowances will be significantly less. B. SEEPAGE a. This proposal does not include any work associated with water seepage into the crawlspaces, per Robert Harp, project manager. C. POSTS - PHOTOGRAPHS a. This proposal includes photographs, taken by the Contractor, of the post condition before and after the repair is made. D. GENERAL a. The contractor will be allowed to use the owner's power and water while working on the project. b. The contractor will provide a portable toilet facility for the workers during the project. c. At the completion of the project all construction debris will be removed from the site and the site will be left in a clean and orderly manner. 2 CANTERBURY WOODS - Tigard, Oregon. Preliminary Scope of Repair - Draft Prepared for: Canterbury Woods HOA PBI Project #3479.6 April 20, 2012 I i .,.. 4 ,, _ . . , . ,,, ,,,, . ..., ,,/.......„, ... , z ,,.....,, ,,'' F TT '' 3 : 'A?V� r•..; ,;„.•.fj .11.•••■.k. '?„a•••...14.4-714ref.C.Zir f.'..,':';, ,211,4,.. -It. • x •J"'::4,.-3P. M !�ho..�� 4 ttl�t, ;I.41;11 8 i �+1 C! ,r• •• .',.t.'',..' -` q . • '1..:1‘,ti, C f j t. r i.:1°4 *-,-. .,', Z :S• .i "' `-- Pinnell♦Busch - 6420 SW Macadam Ave., Ste. 330, Portland, OR 97239 • Phone: 503.293.6280 Fax: 503.293.6284 PINNELL•BUSCH, INC. Project Management Consultants for the Design&Construction Industry Canterbury Woods Condominiums Tigard, Oregon Preliminary Crawlspace Review April 20, 2012 P3479.6 Ms. Lisa Campbell Cornmunitr Management, Inc. 2105 SE 9th Avenue Portland, Oregon. 97214 West Linn, OR 97068 Project Address: Canterbury Woods Condominiums SE 109th Avenue Tigard, Oregon. 97223 Dear Ms. Campbell, As requested, Pinnell/Busch, Inc. has completed a preliminary crawlspace review to observe the general foundation and crawlspace framing conditions in each of the 8 remaining buildings. We have made several site visits during the course of our observations and have organized that data by building number for your review. We have included our initial repair recommendations, which may be modified during the repair process as directed by a licensed structural Engineer. Once reviewed and approved by Community Management Inc. (CMI) and the Canterbury Woods Homeowners Association (HOA), bidding will be done to establish a budget for the specified repairs. The estimate will then be subject to final HOA approval prior to the commencement of any work. The general condition of the crawlspaces appears to be typical of what would be expected for a 30- year-old structure. Built in the late 1970's many current building code requirements were not industry standard at that time. Based on our observations, areas of primary concern include the following key components of the post and beam framing and crawl space system. 1. Posts, footings and weight bearing beams are out of alignment at multiple locations. The average unit has 3 misaligned footings, which do not adequately line up with post/beam bearing points or continuous strip footings, which are offset. 2. Post to beam connections lack recommended "gussets" to ensure a positive connection. The average unit is lacking 22 gussets at post to beam connections. 3. Floor framing on 2-isolated units lack sufficient bearing and fastening of joist hangars. Found in only the 2 units, this will be an isolated repair to those locations only. 4. Dryer ducts were found disconnected at an average of 1 unit per building for 6 total. The remaining dryer ducts have either been replaced previously or appear to be original and still functioning, although none appear to be properly discharged or serviceable at the exterior. 5. Crawlspace firewalls dividing the 4 individual bottom floor units were intermittently installed during original construction. Correction of this condition will be extensive as there is no longer an easy way to load the sheetrock into the crawlspaces, requiring temporary framing modifications. The City of Tigard is currently researching whether firewalls are required. 6420 S.W. Macadam Avenue • Suite 330 • Portland, OR 97239 (503) 293-6280 • Fax (503) 293-6284 • E-Mail robert @pinnellbusch.com 6. Debris and spider webs throughout the crawlspace areas should be removed/cleaned prior to work commencing. The average building has 1 unit per building that will require cleaning of excessive spider webs to allow a contractor access to those areas. 7. Insufficient clearances to grade and soils. Currently there are a limited number of locations, which will require the removal of soils placed against the structures framed walls. Once the wall sheathing becomes saturated for extended periods of time, the structural integrity of the sheathing may be compromised resulting in unsatisfactory conditions that will require repair or replacement of the affected sheathing and possibly framing members behind that location. 8. Crawlspace access is very difficult due to the original design and configuration of access hatches to these areas. A lack of adequate access slows the repair process driving up costs due to contractors being hindered in material distribution and ease of ingress/egress to the repair areas. We recommend reconfiguring access at each building to speed the repair process now and in the future, should the HOA or unit owners require additional work. There are 4 buildings that should have 2 access doors installed in each, with the interior crawl accesses being eliminated altogether for security purposes. The following Scope of Repair and associated graphics will allow the contractor to provide an accurate estimate for repair work based on the above criteria in buildings 1-5 and 8. Buildings 6 & 7 will be handled separately as no crawl space structural concerns currently exist in those two buildings. Primary work on buildings 6 & 7 will involve repair/replacement of a limited number of water proof decks and have not been adequately investigated to determine the proper repair for those few units experiencing deck leaks. During the repair process of buildings 1-5 & 8, a structural engineer will be retained by the general contractor for permitting purposes and to utilize on an as needed basis per the City of Tigard inspection and review process. As well, the engineer will be utilized to sign off on the completed work and to provide any necessary documentation to the jurisdictional building inspectors and the HOA for its records. It would be our intention to monitor the progress of repairs, photo document the repair process stages and provide a final overview of the repairs and any associated paperwork for the HOA's retention. In addition to the above crawlspace recommendations, there were several rear waterproof decks, which do appear to be leaking water into the finished areas below. A targeted repair of these decks may be possible but further investigation of the original construction methods and materials used will be required. When those components are identified, the need for a targeted or complete replacement of the waterproof decks could be determined. Please let me know if you have any questions or would like additional clarification of the repair items and our recommendations. Thank you, Robert Harp Project Manager . Pinnell/Busch, Inc. PINNELL•BUSCH, INC. PINNELL•BUSCH, INC. Project Management Consultants for the Design & Construction Industry April 20, 2012 P3479.6 Canterbury Woods Condominiums Tigard, Oregon. Preliminary Scope of Repair- DRAFT 0.0 GENERAL REQUIREMENTS 0.1 The condominiums will be occupied during the entire construction process. Care must be taken to minimize the inconvenience to the owners and must include daily cleanup. Each unit must have clear, safe entrances and exits at all times. 0.2 Contractor to maintain proper notification and coordination of construction activities with the homeowner/ HOA representative. 0.3 All demolished materials are to be placed promptly in designated debris containers supplied by contractor. Include disposal fees in bid price. Please insure any recyclable material is disposed of accordingly. 0.4 All required building permits and inspections will be obtained and scheduled by the Contractor. Any plumbing, mechanical, or electrical permits will be procured by contractor on an as needed basis. 0.5 All building materials are to be neatly stacked, protected, covered and stored in areas designated for material storage. 0.6 Standard working hours are 8:00 am to 5:00 pm, Monday through Friday. Alternate hours to be discussed with the owner and must be in accordance with City and County ordinances. 0.7 Contractor to obtain sanitary facilities in accordance with OSHA regulations, placement to be in a non-intrusive location as approved by the owner. 0.8 Power used on the project to be supplied by the owner. 0.9 Contractor to provide all required scaffolding and material/personnel hoisting. 0.10 The work is to be completed in a high-quality, workmanlike manner, following all OSHA safety guidelines, manufacturers recommendations and jurisdictional requirements. 0.11 Contractor and subcontractors are to furnish proof of operational and Ijability insurance of$2,000,000 0.12 The Proposal is due on May 30, 2012. Please submit bids in electronic format to: Robert Harp at Pinnell Busch, Inc. 6420 SW Macadam Ave. Suite 330; Portland, OR 97239 robert@pinnellbusch.com OEC 408—Confidential Mediation Communication page 1 of 4 6420 SW Macadam Ave., Suite 330 ♦ Portland, Oregon 97239 Phone 503.293.6280 ♦ www.pinnellbusch.com ♦ Fax 503.293.6284 DRAFT 1.0 POST AND BEAM FOOTINGS 1.1 Confirm locations of affected footings per attached graphics representations and site observations. Assume 12 locations per building at 6 buildings for 72 total locations for bidding purposes. 1.2 At all locations where footings have settled, provide any necessary shoring and remove existing cement footing. 1.3 Provide a new footing per Structural Engineers design and jurisdictional building inspector requirements. 1.4 Replace existing post and provide positive attachment as required. 1.5 Where a continuous strip footing was originally installed out of alignment, provide a new footing positively attached to the existing strip footing at each missed post location. Provide a detail from Engineer for this configuration or an alternate acceptable method. 1.6 Once the post and pier have been replaced, gusset new post per division 2.0 below. The Structural Engineer and the City of Tigard building department plan review will determine requirements for positive connection to footing. For bidding purposes assume 36 locations will require positive connections of post to new footings. 1.7 Provide an alternate cost per pier for additional pier replacements. 1.8 Clean and remove all debris once completed. 2.0 POST AND BEAM GUSSETS 2.1 Where no post to beam gussets exists, install an approved plywood gusset at each crawlspace post to beam connection. 2.2 For bidding purposes assume 22 gussets are required in each unit crawlspace, 4 units per building with a total quantity of 704 gussets added. 2.3 Provide an alternate cost per gusset for additional gusset installations. 2.4 Clean and remove all debris once completed. 3.0 FLOOR FRAMING JOIST HANGARS 3.1 Where identified on attached graphic, provide shoring as needed to remove existing joist hangars and replace with properly sized hangars. Nailing to be per manufacturers recommendations and/or jurisdictional requirements. 3.2 For bidding purposes assume 12 joist hangars per unit in 2 units for 24 total joist hangars to be removed and replaced. 3.3 Clean and remove all debris once completed. 4.0 DRYER DUCT REPAIR 4.1 Where dryer ducts are disconnected, provide new tight lined solid metal ducting and discharge to an approved exterior mounted termination. 4.2 For bidding purposes assume 1 dryer duct per unit will require replacement for an average 30 foot run, for 6 total dryer duct replacements. 4.3 Provide an alternate cost per unit for additional dryer duct replacements. OEC 408—Confidential Mediation Communication page 2 of 4 6420 SW Macadam Ave., Suite 330 ♦ Portland, Oregon 97239 Phone 503.293.6280 ♦ www.pinnellbusch.com ♦ Fax 503.293.6284 DRAFT 4.4 Clean and remove all debris once completed. 5.0 CRAWLSPACE FIREWALLS 5.1 Where identified on attached graphic, provide code approved dividing firewalls in between each unit at the crawlspace level. 5.2 For bidding purposes assume 2 dividing walls per building will require firewall installation, for a total of 12 firewalls approximately 160 square feet each. 5.3 Provide additional framing as necessary to accommodate firewall attachment to framed dividing walls. 5.4 Provide allowance for temporary framing to allow stocking of drywall into crawlspaces and return to original condition once completed. 5.5 Clean and remove all debris once completed. 6.0 GENERAL CLEANING AND SPIDER WEB REMEDIATION 6.1 Where designated on graphics, clean spider webs and debris from crawlspace to ensure ease of access to the repair areas and reduce the risk of future fire hazards due to buildup of dryer lint on webs. 6.2 Provide an allowance of$500.00 per building for this work. 6.3 Clean and remove all debris once cleaning is completed. 7.0 INSUFFICIENT CLEARANCES TO WOOD FRAMED WALLS 7.1 Where designated on graphics, remove soil, which is currently against or to close to wood framed walls. 7.2 Provide an allowance for dry rot repair and replacement of wall sheathing in these areas. 7.3 Contractor to visually confirm conditions prior to estimating this work. 7.4 Clean and remove all debris once completed. 8.0 CRAWL SPACE ACESS DOORS 8.1 Where designated on graphics, install a new under floor access door. For bidding purposes assume (8)access doors installed on various buildings. 8.2 Provide framing as needed to accommodate new door installation. 8.3 Hardware installed on new doors should be keyed with previously installed doors on building #9. Provide all keys to owners' rep once repairs are completed or doors are installed. 8.4 Where new exterior crawl access doors have been installed, permanently disable individual unit crawlspace access doors for security purposes. 8.5 Clean and remove all debris once completed. UNIT SPECIFIC REPAIR 9.0 Unit 14824-Window replacement 9.1 Remove enough siding to expose living room window frame. 9.2 Remove existing window and discard. OEC 408-Confidential Mediation Communication page 3 of 4 6420 SW Macadam Ave., Suite 330 ♦ Portland, Oregon 97239 Phone 503.293.6280 • www.pinnellbusch.com ♦ Fax 503.293.6284 DRAFT 9.3 Prep rough opening for new window install following all manufacturers recommendations. 9.4 Install new window and properly integrate with existing WRB. 9.5 Replace any removed siding and trim as required. 9.6 Touch up interior and exterior finishes matching original conditions as close as possible. NOTE: Buildings #6 &#7 do not have crawlspaces and will be addressed separately of this repair scope,which is for complete under floor crawlspace units only. END. OEC 408—Confidential Mediation Communication page 4 of 4 6420 SW Macadam Ave., Suite 330 ♦ Portland, Oregon 97239 Phone 503.293.6280 ♦ www.pinnellbusch.com ♦ Fax 503.293.6284 Canterberry Woods Condominiums Building 1 -Crawispace Repair Scope Post/Footing Condition •New Footing Required Q Missing Footing Q On Edge of PIer/Footmg •Crooked Posts Other Condition(s) $OOsO" Semen 3 0 Downed Dryer Duct Water Seepage i 0 z1 weeFratrrng Repair Needed S.elon 1 2r r f 0 9 2e'e• Seelion 4 i O O O O ;l 0 A �I 0 © '� 84' 1 0 . Elevated Deck {remove dwMinp � j Crawl Space to access) ,. Crawl Space 4 14' u N a i 4e'r Garage * Garage 4e'e' euriAppreaMm•Scat* t347911 l084eyt2 PINNELL•BUSCH + • Canterberry Woods Condominiums Building 4 - Crawlspace Repair Scope Post/Footing Condition •New Footing Required Q Missing Footing Q On Edge of Pier/Footing •Crooked Posts Other Condttion(s) Sedwn tr s.cnon,, Q Downed Dryer Duct ®Water Seepage • Framing Rpsir Needed /bon 211' ze'TO SeeOm 4 0 • O 0 o �• 0 eor • ' a • Elevated Deck tremor.decking Crawl Space 1 to access) 4 ` y y • Crawl Space • _ 14 4• t Ie a Garage . _.._ er ror,p.n.M Aavroursn.h Seel. rr3479.e 10/Meru PINNELL•BUSCH STRUCTURAL CALCULATIONS Foundation Repair PROJECT: Canterbury Woods Units 1 and 4 Tigard, OR for Evergreen Pacific 9117 SW Burnham Street Tigard, OR 97223 ��PUCr�R� lc-0%1/4%244,N -0. James G. Pierson, Inc. A 4. x•1.,4;1 Situ•• 103:, J + �Q 4R R. GOti� ':PlRES:JUNE.30+ ft Y James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 December 4,2012 CANTERBURY WOODS TIGARD, OREGON EVERGREEN PACIFIC GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2010 Oregon Structural Specialty Code and 2009 IRC. For this location the following design parameters apply: Occupancy Category II Wind 94.5 MPH 3 second gust, Exposure B, 1=1.0 Seismic Site Class D, Design Category D Roof Snow Load 25 PSF Roof Dead Load 15 PSF Floor Live Load 40 PSF Floor Dead Load 15 PSF Deck Live Load 60 PSF Soil= 1500 PSF (assumed) GENERAL PROJECT SCOPE DISCUSSION: This project involves the repair/upgrade to miscellaneous structural items that were found to not have originally been built quite right. The structure is light frame wood construction. No changes to the LFRS design. One item deals with a floor that has excessive deflection. It was found to contain a beam that was very undersized or missing supplemental supports. The fix is to add(3) additional support points in the crawlspace to reduce the stresses and deflection of the beam. Some of the crawl space areas did not have access. Part of the project is to provide crawl space access by adding the openings with new headers. Some existing posts nearly miss the footings and are being supplemented. All posts to beams are being upgraded to provide positive connections between the two elements. Some existing tree roots have caused some cracking in the foundation stem walls. The roots are being removed but no repair to the foundation is required at this time. • • i• j_ • . I • ; (5-) 1500 2_ I c. ;_ ` .' ------.... ._1)(--. .l5._. 1 ._i-- : - : • - :..._ :.... : . ._. _ , .1 . 2910' ' o fe 14511'7CCA .�,. If v,! .1;JJ ! 19j 1.. .. i I 1 1, 5—d, . ... . • ie) A)c‘ • 4 .. . . .. . • • • . . . . : 14,1, , . . : : : _ 1 ..t4., . 55)_ 91D ql'T • . .._ 1 (? X. 0 i P( — 51,tc • e I '`. SQL. . . _ I - . ti : , . - • A . . . . . . . I ; , , , , . . : i . C . I. . 0 j. , '? a .� �` ; 4`'�1l • 'mac 5e.60.• f Job no. --Ai 3 aik c 4 ,vii‘c _1().01) _ . . . James G. Pierson, Inc. rro' - Loc2tIon Dale Consulting Structural Engineers ti°1 2r 320 S.W.Stark,Suite 535 Portland,Oregon 97204 . Milt Tel: (503) 226-1286 Fax: (503) 226-3130 EV Pt�N� pl,<(-,2 ° 4O gcAwk Zy ffoff r s & jVoC. it! rsl t r , a 2'1"141. y v4 our Fas7�N4 n �• Deep Fnvr,.�•� • • ruttc Peder Golberg, PE,SE Title: Job# James G. Pierson, Inc. Dsgn Date: 9:07AM, 4 DEC 12 James ,Inc. 610 SW Alder#918 Description Portland, OR 97205 `� Scope: ^orHesPe 503-226-1288 www.Jgplerson.com Rev: 560004 Beam Page 1 User:KW-0601815.Ver 5.6.0.1•Dec•2003 General Timber Bam � evergreen pxfc.ecw:Cantbury Woods . (c)1983-2003 ENERCALC Engineering Software YW AKiiN'i.iiili- 'Y.S Description (e)2x10 joists with sag 1 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined �a� 91RAA Section Name 2x10 Center Span 15.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi !Full Length Uniform Loads Center DL 20.00#/ft LL 54.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Overstressed in Bending ! Span= 15.00ft, Beam Width= 1.500in x Depth=9.251n, Ends are Pin-Pin Max Stress Ratio 1.026 : 1 2.1 k-ft Maximum Shear* 1.5 0.8 k Maximum Moment Allowable 2.0 k-ft Allowable 2.5 k Max.Positive Moment 2.08 k-ft at 7.500 ft Shear. ©Left 0.55 k Max. Negative Moment 0.00 k-ft at 15.000 ft @ Right 0.55 k ' Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.216in @ Right 0.000in Max.M allow 2.03 Reactions... fb 1,167.57 psi fv 54.24 psi Left DL 0.15 k Max 0.55k Fb 1,138.50 psi Fv 180.00 psi Right DL 0.15 k Max 0.55 k [Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection •0.144 in -0.532 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,250.7 338.03 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.216 In ...Length/Defl 0.0 0.0 ©Left 0.000 in @ Right 0.000 in .__ g [Stress Calcs 1! Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 CI 555.000 Allowable fb Max Moment Sxx Req'd @ Center 2.08 k-ft 21.94 In3 1,138.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,138.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,138.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 0.75 k 0.75 k Area Required 4.181 in2 4.181 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports - Max.Left Reaction 0.55 k Bearing Length Req'd 0.592 in Max.Right Reaction 0.55 k Bearing Length Req'd 0.592 in • Peder Golberg, PE,SE Title : Job# ' ierill..**4\S‘ James G.Pierson, Inc. Descr: Date: 9:07AM, 4 DEC 12 1 10 SW Alder#918 Description une.G.Ptarsen,Inc.loc. i Portland,OR 97205 1286 m Scope : - 503-226-1286 www.jgpierson.co [Rev: 560' Page 1 ser:KW-o801s15.Ver5.8.o.1-Dec-2003 General Timber Beam )1983-2003 ENERCALC Engineering Software evergreen paGAc.ecw:Canlbury Woods Description (e)4x10 beam with sag General information Code Ref:1997/2001 NOS,2000/2003 IBC,2003 NF PA 5000.Base allowables are user defined Section Name 2x10 Center Span 14.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Iv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksl LFull I.en th Uniform Loads Center DL 770.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #lft LL #/ft Summary Overstressed In Bending I Span= 14.00ft,Beam Width=1.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 10.690 : 1 Maximum Moment 18.9 k-ft Maximum Shear* 1.5 7.2 k Allowable 1.8 k-ft Allowable 2.5 k Max.Positive Moment 18.86k-ft at 7.000 ft Shear: @ Left 5.39k Max.Negative Moment 0.00 k-ft at 14.000 ft ©Right 5.39 k - Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 6.307in Max.M allow 1.76 Reactions @ Right 0.000in ..- - fb 10,583.14 psi fv 522.10 psi Left DL 5.39 k Max 5.39 k Fb 990.00 psi Fv 180.00 psi Right DL 5.39 k Max 5.39 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -4.205 in -4.205 In Deflection 0.000 in 0.000 In ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 40.0 39.96 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 6.307 In ...Length/Defl 0.0 0.0 ©Left 0.000 in @ Right 0.000 in I Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 CI 5389.998 Max Moment Sxx Read Allowable fb @ Center 18.86 k-ft 228.67 in3 990.00 psi @ Left Support 0.00 k-ft 0.00 in3 990.00 psi @ Right Support 0.00 k-ft 0.00 in3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.24 k 7.24 k Area Required 40.245 ln2 40.245 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 5.39 k Bearing Length Req'd 5.749 in Max.Right Reaction 5.39 k Bearing Length Req'd 5.749 in pours Peder Golberg, PE,SE Title: Job# � ` James G. Pierson,Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 lames G Pierson,Inc. 610 SW Alder#918 Description liro, Portland, OR 97205 scope: - 503-226-1286 www.Jgpterson.com FRev.. 580004 Page 1 User:KW-0501515,Ver5.8.0,1-Dec-2003 General Timber Beam (0;983-2003 ENERCALC Engineering Software evergreen pacifc.ecw:Centbury Woods . -mayor Description (e)4x1 0 beam with new post General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ermrrrsQ-ss: zommoissagam=== =acaracurnamssi===== ===ammus Section Name 2x10 Center Span 4.50 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Our.Factor 1.090 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 770.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary _ Overstressed in Bending ! Span=4.50ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 1.104 : 1 Maximum Moment 1.9 k-ft Maximum Shear" 1.5 1.7 k Allowable 1.8 k-ft Allowable 2.5 k Max.Positive Moment 1.95 k-ft at 2.250 ft Shear. @ Left 1.73 k Max.Negative Moment 0.00 k-ft at 4,500 ft @ Right 1.73 k . Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.067in Max.M allow 1.76 Reactions... @ Right 0.000in • fb 1,093,41 psi fv 124.37 psi Left DL 1.73 k Max 1.73k Fb 990.00 psi Fv 180.00 psi Right DL 1.73 k Max 1.73 k LDeflections h Center Span.., Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.045 in -0.045 in Deflection 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,203.2 1,203.20 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.067 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in IStress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.391 in3 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 1732.499 Max Moment Sxx Revd Allowable fb @ Center 1.95 k-ft 23.62 in3 990.00 psi @ Left Support 0.00 k-ft 0.00 in3 990.00 psi @ Right Support 0.00 k-ft 0.00 in3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.73 k 1.73 k - Area Required 9.586 in2 9.586 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.73 k Bearing Length Req'd 1.848 in Max.Right Reaction 1.73 k Bearing Length Req'd 1.848 in gta,.,crt. Peder Golberg, PE, SE Title: Job# James G. Pierson, Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 7 10 SW Alder#918 Description: arnee G.Pierson.Inc.ta. \\....711:}tvoINEe4) Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com ■ LRev: 580004 Page 1 User.KW-0601615,Ver 5,8.0,1-0ec-2003 General Timber Beam (c)1983-2003 ENERCALC Engneering Software evergreen pacific.ecw:Centbury Woods Description (e)4x10 beam with new posts I General Information Code Ref: 1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1,000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksl Full Len th Uniform Loads Center DL 770.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Sum Beam Design OK rmaiv Span=4.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.873 : 1 Maximum Moment 1.5 k-ft Maximum Shear* 1.5 1.4 k Allowable 1.8 k-ft Allowable 2.5 k Max.Positive Moment 1.54 k-ft at 2.000 ft Shear: @ Left 1.54 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.54 k • Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.042 in @Right 0.000 in Max. M allow 1.76 Reactions... - fb 863.93 psi fv 102.56 psi Left DL 1.54 k Max 1.54k Fb 990.00 psi Fv 180.00 psi Right DL 1.54 k Max 1.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.028 in -0.028 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,713.1 1,713.15 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.042 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In I Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.3911n3 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 1539.999 Max Moment Sxx Re I'd Allowable fb @ Center 1.54 k-ft 18.67 in3 990.00 psi @ Left Support 0.00 k-ft 0.00 in3 990.00 psi @ Right Support 0.00 k-ft 0.00 in3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.42 k 1.42 k • Area Required 7.905 in2 7.905 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing r?' Supports Max.Left Reaction 1.54 k Bearing Length Req'd 1.643 in Max.Right Reaction 1.54 k Bearing Length Req'd 1.643 in • Acuss 1)ocsi 0QC1Di"`) i ! , . 1 . . ! L. . . . . .. . ! / . __ __ . . 1 , s_ I i i' ! i Q 2`�1 Dr Gk b ttp'r i ; 3 ' G C C x}!` ^, i" • , 1 s ! DLL ;G° f•t . . 1 — 1 3 . . .. . . . . .I ... . :— . ` :• ! 1 . . .� 1 • • . ! Protect Job no. James G. Pierson, Inc. Clh , JeAr Consulting Structural Engineers Location j31 131/11- 320 S.W.Stark,Suite 535 Portland,Oregon 97204 mac Sheet no. Tel: (503)226-1286 Fax: (503) 226-3130 • • • N toldmilimemlimmw.1011 --. . . . il. — • I I V" t.A 0 f---1-:7 . _ .. • ..- . .- ,. .. ...... III 111111111011.'"- . i 0 . + 1 9 "- - li •S) . ' . V\i\ e A\Zk -.----._._.-- -.------I:--. M _ - b . — I . - ..Z, .....,...A I alli Y-*- \i . . . . 47.10;. ti'1ti 1_4) view • 2 11/4"4• Z,,, ass Q 2 let 4 LA 1..3 Stip,=� Ullfta • • • . • p .. . . . . • .r. ' . . . .,. • . . . . . ti.Li• - . A'-,• . . . • . . . • . . • . • . .c.1 . . . . . • . . . . . i 1 4110 i... .11 . .„...,„ ..09. . . . .).1. . -1 . . . • ... . . . 1 , . . • .. r). I l t• . .. - rilimill". i . . . „, . • .. . k...Y111111011M1 ,) ,.. :..,• -I-- .5 . . t•• . . c.,,,e. . .. 4.,.... . ..-...z • i tli • . „... , • W . „ . ......v.•... • . . -. . . , . 1 ....., . , f •' • • ' t ----••ri• I ... • ..c..--,. . ..4. I llk .........—...--...--------.1. • .:. . .. i -: . . • 'pr ..f.t 1 . • f -!. . 434 1414 i I • . . ...-......- :. ... • • . . : .. . • . ... ) I• atr, .• . Y4'.•"..'• . !' 41k.' •.';-. .., 'f..-c. . ..; • .!* * • • . ••: ;...'r . 1 '.'.1.. - • • . "...03 4 e• .. ...... .. , ... '...f.!•:'..t.'V.'. . .f■ . :Ii........ . ..- • - • --,..„Ittx.14,,ftc .- . .. .. , .. -. •:-:f-4";;-.•(,'A!•:'•, . ,.... ,•.:4$,,.:.:,..", _ . . . - —... .. ... _ ...,-.......:•..‘•. ;,.,.,....1.:.-;..V.,..‘v-.:,-;71•.,::. ., ..• .:.,.1.•tli.t:::.;.•::::,.,..• .,.. • • i 1,:....,..:,...r.• - -4 ..q. ift.:: • ,••,•••••:. •-v-t....foitr.: • . •:21.,.....•..,...:: .,.........1., 4 ' . s-- :.:.'t "••• ••■.•a. .41. •.- 4,,..•,s•Ilfi.kt: .'S'V.:::..4,..t.14 4.4-:417. ..V...= ' • • . . • • ...-‘1C•rti••• -4/4.f.:t.it. I:§pie.,,. .dg7...-.::... •. - ••. • • . • ••••?:::4;.41.:•,10..4%. r..-:..ki,..14.../.,_,420-0.3..e..,:irit:.*.; vi.••::.:* . .• ' . 1 Peder Golberg,PE,SE 7ltle : Job# • eir‘ \‘ James G.Pierson,Inc. 7Itle : Date: 9:07AM, 4 DEC 12 dunes G.Pinson,Inc. 610 SW Alder#918 Description Portland,OR 97205 Scope: �O1"�� 503-226-1286 www.Jgpierson.com -- Rev. 560004 --- User Kw-0601615,Ver 5.8.0.1-Cec.2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software evergreen padfic.ecw:Cantbury Woods Description Exisitng deck joists General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 6.00 ft Lu 0.00 It Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 3.50ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 20.00#Ift LL 55.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 20.00#/ft LL 80.00 #Ift r'SummarY 1 Beam Design OK Span=6.00ft,Right Cant=3.50ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.312 : 1 Maximum Moment -0.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 2.0 k-ft Allowable 2.5 k Max.Positive Moment 0.28 k-ft at 2.696 ft Shear: @ Left 0.21 k Max.Negative Moment -0.14 k-ft at 6.000 ft @ Right 0.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.63 k-ft @ Center 0.001 in Max.M allow 2.03 Reactions... @ Right 0.011 In • fb 355.20 psi fv 30.61 psi Left DL 0.05 k Max 0.21 k Fb 1,138.50 psi Fv 180.00 psi Right DL 0.18 k Max 0.70 k Deflections ) Mk iflair Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in -0.011 in Deflection 0.000 in 0.000 in ...Locatlon 2.127 ft 2.886 Ft ...Length/Defi 0.0 0.0 ...LengthlDefl 74,402.1 6,578.36 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection -0.008 in -0.061 in @ Center 0.001 in ...Length/Defl 11,087.3 1,384.2 @ Left 0.000 in @ Right 0.011 in 6, Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 CI 211.258 Max Moment Sxx Req'd Allowable fb @ Center 0.28 k-ft 3.00 in3 1,138.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,138.50 psi @ Right Support 0.63 k-ft 6.67 in3 1,138.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.23 k 0.42 k Area Required 1.264 in2 2.360 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports . Max.Left Reaction 0.21 k Bearing Length Req'd 0.225 in Max.Right Reaction 0.70 k Bearing Length Req'd 0.749 In Peder Go!berg, PE,SE Title: Job# . e(--/■-%''4.\I 4)I A James G. Pierson, Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 James G.Piano. Inc. 610 SW Alder#918 Description ' Portland,OR 97205 Scope 503-226-1286 www.jgplerson.com LRev. 580004 Page 1 User,M-01501815,Ve5.8.0.1-Dee-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software evergreen pacdic.ecw:Cartlbury Woods Description Exisitng deck joists no load on deck General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined i Section Name 2x10 Center Span 6.00 ft Lu 0.00 It Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 3.50 ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt,Added to Loads Fb Base Allow 900.0 pal Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member Wood Density 35.000 poi E 1,600.0 ksi [Full Len? h Uniform Loads 1 Center DL 20.00#/ft LL 55.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 12.00#/ft LL #lft Summary Beam Design OK Span=6.00ft,Right Cant=3.50ft,Beam Width=1.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.151 : 1 Maximum Moment 0.3 k-ft Maximum Shear* 1.5 0.3 k Allowable 2.0 k-ft Allowable 2.5 k Max.Positive Moment 0.31 k-ft at 2.810 ft Shear: @ Left 0.22 k Max.Negative Moment -0.09 k-ft at 6.000 ft @ Right 0.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -0.09 k-ft @ Center 0.003 in Max.M allow 2.03 Reactions... @ Right 0.003in . lb 172.32 psi fv 20.68 psi Left DL 0.05 k Max 0.22 k Fb 1,138.50 psi Fv 180.00 psi Right DL 0.14 k Max 0.30 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.012 in Deflection 0.000 in 0.000 in ...Location 2.620 ft 2.924 ft ...Length/Defl 0.0 0.0 ...Length/Defl 35,239.6 5,933.80 Right Cantilever... Camber(using 1.5`D.L.Defl)... Deflection -0.002 In 0.016 in @ Center 0.003 in ...Length!Defl 36,769.6 5,111.5 @ Left 0.000 In @ Right 0.003 in [Stress Calcs Bending Analysts Ck 34.195 Le 0.000 ft Sxx 21.391 In3 Area 13.875 in2 Cf 1.100 Rb 0.000 CI 219.424 Max Moment Sxx Redd Allowable fb @ Center 0.31 k-ft 3.24 In3 1,138.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,138,50 psi ©Right Support 0.09 k-ft 0.99 in3 1,138.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.24 k 0.29 k Area Required 1.333 in2 1.594 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.22 k Bearing Length Req'd 0.234 In Max.Right Reaction 0.30 k Bearing Length Req'd 0.325 in Peder Golber PE, SE Title : Job# irAk"*..\62% James G. Pierson,on, Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 Jamie G. Inc. 610 SW Alder#918 Description Portland,OR 97205 Scope: °jk4Mke'0 503-226-1286 www.jgpierson.com Rev: 580004 Page 1 User:KW-0601615,Ver 5.8.0.1-Dec-2003 General Timber Beam (0)1983-2003 ENERCALC Engineering Software evergreen pacficecw:Can . lbury Woods • -Ns. Description Exisitng deck joists one cut for opening General Information Code Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined Section Name 2x10 Center Span 6.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 3.50ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member Wood Density 35.000 pcf E 1,600.0ksi I Full Length Uniform Loads Center DL 20.00#/ft LL 55.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 20.00#/ft LL 80.00 #/ft Point Loads Dead Load 500.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 9.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft rY: , Overstressed in Bending Span=6.00ft,Right Cant=3.50ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 1.174 : 1 Maximum Moment -2.4 k-ft Maximum Shear* 1.5 1.2 k Allowable 2.0 k-ft Allowable 2,5 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear @ Left 0.33 k Max.Negative Moment -1.89 k-ft at 6.000 ft @ Right 0,86 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support -2.38 k-ft @ Center 0.065 in @ Right 0.326In Max.M allow 2.03 Reactions... lb 1,336.93 psi fv 84.66 psi Left DL -0.25 k Max -0.16k Fb 1,138.50 psi Fv 180.00 psi Right DL 0.97 k Max 1.49 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.044 in 0.034 in Deflection 0.000 in 0.000 in ...Location 3.494 ft 3.684 It ...Length/Deft • 0.0 0.0 ...Length/Deft 1,653.0 2,124.54 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection -0.217 In -0.270 in @ Center 0.065 in ..,Length/Defl 386.5 310.9 @ Left 0.000 in @ Right 0.326 in • • 0.... Peder Golberg, PE,SE Title : Job# • James G. Pierson, Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 auna G.Nienon,Inc. 610 SW Alder#918 Description 1\k.......*7# Portland, OR 97205 Scope • 503-226-1286 www.jgplerson.com L8 ° ware Rev: 5800)3 Page 2 User: General Timber Beam evergreen pacNlc.ecw:Canthery Woods Description Exisitng deck joists one cut for opening [Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 CI 80.409 Max Moment Sxx Req'd Allowable fb @ Center 1.89 k-ft 19.95 in3 1,138.50 psi Q Left Support 0.00 k-ft 0.00 in3 1,138.50 psi @ Right Support 2.38 k-ft 25.12 In3 1,138.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.52 k 1.17 k Area Required 2.874 in2 6.526 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction -0.16 k Bearing Length Req'd 0.173 in Max.Right Reaction 1.49 k Bearing Length Req'd 1.594 in I Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft -0.16 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft -0.16 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 In • ,,,P„cru, Peder Golberg, PE, SE Title : Job# • James G. Pierson, Inc. Dsgnr: Date: 9:07AM, 4 DEC 12 lames G.Pierson,Inc. 610 SW Alder#918 • Description : Portland,OR 97205 Scope : 503-226-128.6 www.jgpierson.com Rev: 580005 Page 1 User KW-0601615,Vet 5.5.0.1-Dec-2003 Timber Column Design . (c)1983.2003 ENERCALC Engineering Software evergreen pecific.ecw:Cantbury Woods ®fIA A Description 4x4 post in crawispace [General Information (de Ref: 1997/2001 NDS 2000/2003 IBC,2003 NFPA 5000.Base allowableS are user definedY. Wood Section bx4 Total Column Height 7.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 700.00 psi Width (along x-x axis) 3.50 in Fb 725.00 psi Sawn E-Elastic Modulus 1,300 ksi Douglas Fir-Larch(North),No.2 Unbraced length for"y-y"axis sideways deflection 0.00 ft Unbraced length for"x-x"axis sideways deflection 0.00 ft Lu XX for Bending 0.00 ft 'Loads --- Dead Load Live Load Short Term Load Axial Load 4,000.00 lbs 0.00 lbs 0.00 lbs Eccentricity 0.000In Summary Column OK Using : 4x4, Width=3.50in, Depth=3.50in, Total Column Ht= 7.00ft DL+LL DL+LL+ST DL+ST fc:Compression 326.53 psi 326.53 psi 326.53 psi Fc:Allowable 805-00 psi 805.00 psi 805.00 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,087.50 psi 1,087.50 psi 1,087.50 psi Interaction Value 0.4056 0.4056 0.4056 Stress Details Fc:X-X 805.00 psi For Bending Stress Caics... Fc:Y-Y 805.00 psi Max k'Lu/d 50.00 F'c:Allowable 805.00 psi Le:Bending 0.00 ft F'c:Allow•Load Dur Factor 805.00 psi (Lu-xx'NOS Table 3.3.3 factor) F'bx 1,087.50 psi Rb:(Led/13^2)^.5 1.000 F'bx•Load Duration Factor 1,087.50 psi Min.Allow k'Lu/d 11.00 Cf:Bending 1.500 For Axial Stress Gatos... Cf:Axial 1.150 Axial X-X k Lu/d 0.00 Axial Y-Y k Lu/d 0.00 6r1•15"3014 AC P06T CAP OR V • • PLY'D OR 088 GU108ET PLATE EACH 606 WITH(V1 IOC,HAILS AT POST AND EACH illEAPI PER 606 (E)t4a=K . ii o lla PRpf-44. *GI Nee"94 4* <X4•', CE Poet „0 .4 OREGON , F`��RhR�,��O•- EXP I R?E& 6--30-13 7— 61t P80N Aa POST BASE oR SIMILAR 1584►fi1.T Ar--- . 1 VAPOR BARRIER 4111 •1 MAY OD l9ELOW FTCL a d Y v J" :ill—1.11=1 T-1 I I� 1 Icy IIl • 11— 1 DU lb'n1A 6 tli■O`rt E CO�N�CpFt�AND "I^ V .5 A r 6.1 I I-T FOOTING al/(M1 $4 •ERi.F.a.•fv5 AND ��I I I•� 1 IY F� 11 L1—I 1 a° • 1- -�� 4 W t I� E . ;I 11=1 I I I , on R ^ q nT -1 IF 11=11FII cifT 1_111.�.IT 111 1-71_ 1 FOOTING 81.1 1v,'•ro ONO'MUD .CO WOO NM'Kaiiiw , IOC tURc • a/ \\< 6icca:vN.tna a lder.n Iaaaeen EVELCIREN ?WM GANIIR&Y IPOOC6 Portland, °moa @T243 "� )O�I�1 ) e • • • ' inG Tel: (608) MI-1288 S1.1 ...nraD Talc (6(23) 226--3180 '(A(',cum WM Entail: mall•kpieraoncom �1k711IL�y Entail: Web v v WIG non.coin ,ckvcruRq �%to PRot/< c4c`S�'�G y N Ee'�,/oy 18346PE ,0 OREGON FpR h 19, 0��� •1 • R. G 1 •< CE) 4X BEAM 1 , r EXPIRES= 6-30-13 L PLYWOOD GUSSET EACH SIDE— 5UPPLEMENT FOOTING 12' MIN / (E) 4X POST WITH IT X 24"FOOTING WHEN D<I3TING POST 15 AT FOOTING EDGE. /.2/7...'....', /,..;:: ::.;/..,://.://'. ;::<•i;•;n DOWEL $4 REBAR AT 16' 4° i :' •%"• :%'�%'::J`;:'`:%! (E)FOOTING ' 7111=1 ri-r 11=111-111=1 l — l- iii iii=11 i_ '-III III-1 1 1-I 1 1-III-III-III-III-I I '�2-- FOOTING � 3/4'• I'-O' CL EM NN.B JOB HMS 6FEET 141.4136f ‘9/6":17:�C T U4< " Consulting Structural Engineers 610 S.W. Alder, suite 918 EVERGREEN PACIFIC CANTERBURY WOODS Portland, Oregon 97205 7 SW BURNHAM ST FOUNDATION FOOTTNG James G. Pierson, Inc- Tel: (503) 226-1286 Fax: (503) 226 3130 IIGARD OREGON 97123 S11 '' Slnc, 19x5:•; f Email: mail®jgpiersoncom Web: www.jgpierson.com b 4OiCTURq co`c.5 D PROf£sf, ��\S�,�G'Ne '-per°yq 18346PE r (E) 4X BEAM "IL • ,3 OREGON � �j FQ�R h 19, 0���� • R. G ._ EXPIRES: 6-30-13 PLYWOOD GUSSET EACH SIDE I . SUPPLEMENT FOOTING WITH 12'WIDE E FOOTING WHEN EXISTING POST IS CO 4X POST AT FOOTING EDGE DOWEL $4 REBAR AT W O/C 'F CO FOUNDATION WALL f12"MIN. it ;://.">:/,<...::.:::::::.?..:,:' . 7)• ::7.:j,- (E) FOOTING - III III IIIlllIII III III-11I III II 3 FOOTING $1.1 3/4'• I'-CY it CLINT NAME, JOBµ4W 1314Mr NUIB6i yoC7U4, �! """ Consulting Structural Engineers � �.:.:.':: .:.: 610 S.W. Alder, Suite ale EVERGREEN PACIFIC CANTERBURY WOODS Portland, Oregon 91285 91117 SW BURNHAM ST FOUNDATION FOOTING James G. Pierson, !MC- Tel: (503) 226-1286 Fax: (503) 226-3130 TIGARD, OREGON 97123 S11 •��;trx� 1915:�:'� 1 •- Email: mail®jgpierson.com 6'4,O1 y Web: wrrw.jgpierson.com NEED i I —11 . ' \ H 1;:itHPA MB 1 BY 1 — \1, OM d 1 1 ■ 1 1 011 1 1 t 1 () / I 1 4:11 /...... e° e , ( • ik Ct IP e" t 1 V INCirlaS , ri B „o a p p at,Nt .......l. 7 8 i G. tQ 0 0 0 tr) WOe I v.4..y 4 +I> 10 X j 11 i 12 ajcl 0 sA ho to to u ch • 13 i Ps 14 1 : la t6 I • 17 11 • !I , , ‘ 13 1 ei c 6 a c c te...s c(cne)a, 4 it -.1--- c(00a. , c.,c‘el /. ( (4 rie4,,, e-ct (i L.) 6_,A- , 29 I (i2 5 pct v% - ? • i! I ------7•-fDp p crk tioN :) Gtp 7—>g- ib 13 i R4' 11 eovc fri q feok,CR eft d 14-+ t LC f- TA I; dime tc."-N- ,..7 it k t • Y.' 1 lit 0 7.4.i 1 , 11