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7 LJ. L/ S W LOWER 6001•ES FERRY R0 RECEIVED r r JUN 122012 • CITY OFTIGARD BUILDING DIVISION • CTY OF T CARD • , Approved ... [ 1. - ' o w _. Conditionally Approved [ ] cD z See Letter to: Follow [ 1 C Q Attached 0 [n C Permit Number: A ze.0 " 4 l Address: r t -111 't. 0311 I V d ! By: Date: . ' I�1 < t F Approved plans � y cr N ' shall be on job site. 1;, r. �, OFFICE COPY - 41 il �L met i c al • IN... a., 1 44 ! , ' - • j o w I 1 - 111111 ..,* , _ \\... t\ tpo oi , 4°- - % /4 v .LT .y .., • 1999 Roofing Materials and Systems Directory 182 ROOF COVERING MATERIALS (TEVT) ROOF COVERING MATERIALS (TEVT) ROOFING SYSTEMS (TGFU) — Continued ROOFING SYSTEMS (TGFU) — Continued 1. Deck: NC Incline: 3 4. Deck: C -15/32 Incline: 1/2 !' Foam: "Henry 714 ", any thickness. Existing Roof System: Class A, B or C, existing Classification to E Base Coat "Henry 580 ", 1 -1/2 gal /sq. maintained. Top Coat "Henry 580", 1 -1/2 gal/sq. Ply Sheet: One or more layers polyester fabric (not UL Classifii t1 Surfacing: No. 11 roofing granules, 40 lb /sq. adhered with Henry #107 emulsion or #307 fibered emulsion, 3 -4 gal, { Class B Protective Coating: Henry #107 emulsion or #307 fibered emulsior 1. Deck: C -15/32 Incline: 1/2 thru 6 gal /sq. • Foam: "Henry 714 ", 1 in. min thickness. Surfacing: " #229 Aluminum Emulsion Roof Coating ", " #220 Alumi- Base Coat "Henry 580", 1 -1/2 gal /sq. e Roof Coating" or " #520/ #521 Aluminum Fibered Coating Prem ;: Top Coat "Henry 580 ", 1 -1/2 gal /sq. Grade ", 1 -1/2 gal /sq. Surfacing: No. 11 roofing granules, 40 lb /sq. 5. Deck: C -15/32 Incline: 1/2 1 MAINTENANCE AND REPAIR SYSTEMS Existing Roof System: Class A, B or C BUR, existing Classifications tr maintained. ' Cl as s A Ply Sheet (Optional): One or more layers of polyester fabric adhr Base sheets and ply sheets may be adhered with hot asphalt (15 -25 lb /sq) or with " #107 Asphalt Emulsion" or " #307 Fibrated Emulsion Roof Coati T Henry Cold Application Cements ( #203 ", " #403" or 1902 ") applied at 1 to 2 3 -4 al s q gal /sq unless otherwise specified; adhesive may be applied by brush, roller, Surfacing: granules applied q Asp Is notched squeegee, or spray equipment. g: No. 11 ranules a lied at 60 lbs/sq into #107 As Emulsion" or " #307 Fibrated Emulsion Roof Coating ", 4 -5 gal /sq. :i " #604 (25 lb, Type G2) or " #607 (33 lb) fiberglass base sheets are suitable alternates for the G2 base sheets specified below. " #605" (80 lb, Type G3) .1 mineral surface underlayment is a suitable alternative to the Type G3 cap sheet HERBERT MALARKEY ROOFING CO R4: Is specified below. 3131 N COLUMBIA BLVD KENTON STATION PO BOX / ',.. "#288 Desert Tan Elastomeric Roof Coating" is a suitable alternate to " #287 17217, PORTLAND OR 97217 White ". " #282 Desert Tan Elastomeric Roof Coating" is an acceptable alternate to Unless otherwise indicated the "Premium I SBS Modified Base Sheet, No. i:' #280 White ". or 503" is interchangeable with "Fiberglass Premium Base Sheet. No. 515" (1 1. Deck: C -15/32 Incline: 1/2 G2). "Fiberglass Premium 1 Ply Sheet" Nos. 500 and 506 are also interchanges r Existing roof system: Class A gravel or smooth surfaced - covered with: ASPHALT FELT SYSTEMS WITH HOT ROOFING ASPHALT i' Base sheet: One layer Type G2 (25 lb), 40 lb or inverted 80 lb fiberglass Class A l capsheet, mechanically fastened or spot adhered with Henry Cold "Fiberglass Premium Base Sheet No. 515" is an acceptable alternate to r > Application Cement 1 gal/sq or hot asphalt, 15 lb /sq. Type G -2 base sheet in any Classification. C_ Ply sheet: Two or more layers Type G2, 25 lb min or any classified 1. Deck: C -15/32 Incline: 3 4 membrane adhered with Henry Cold Application Cement, 1 -1/2 to 2 Insulation: Perlite, glass fiber or OCF composite glass fiber /ureth: F. gal/sq or hot asphalt, 25 lb /sq. 3 -1/2 in. max, nailed or hot mopped. `' Protective coating: Base Sheet 0 tional : Type G "#107 Asphalt Emulsion ", 9 gal /sq reinforced with (P ) yP G2 "Fiberglass Premium Vented Base Sl .w 3/4 in. chopped glass fiber, 3 lb /sq. spray applied. No. 508 ", hot mopped. Reflective coating: " #120 Premium Non - Fibered Aluminum Roof Coating ", Ply Sheets: 1 to 3 layers "Fiberglass Premium Base Sheet. No. 515" T 1/2 gal /sq, " #229 Aluminum Emulsion Roof Coating ", 1 gal/sq, " #280 G2 or "Premium I SBS Modified Base Sheet No. 501" (modified bitumi ; ; ` White ", 1 gal/sq or " #220 Alumi -Tope Roof Coating ", 1 gal/sq. hot mopped. ,i 4 2. Deck: C -15/32 Incline: 1/2 Surfacing: Gravel. Existing Roof System: Class A gravel or smooth surfaced - covered with: 2. D ck: C -15/32 Incline: 1/2 t' Base Sheet: One layer Type G2, 25 lb, 40 lb or inverted fiberglass G3 Base Sheet: Type G2 "Fiberglass Premium Base Sheet No. . 5 . : mineral cap sheet, 72 lb, mechanically fastened or spot adhered with mechanically fastened. Henry cold application cement, 1 gal /sq or hot asphalt at 15 lb /sq. Ply Sheet: One or more plies Type G2 "Fiberglass Premium Base Sheet Ply Sheet: Two or more layers (not UL Classified) polyester fabric adhered 515 ", hot mopped. 4, with " #107 Asphalt Emulsion ", 3 -4 gal /sq. urfacing: Type G3 "Fiberglass Premium Cap Sheet No. 502 ", hot moor Protective Coating: #107 Asphalt Emulsion ", 12 gal /sq reinforced with 3. ' Deck: C -15/32 Incline: 3 3/4 in. chopped glass fiber at 4 lb /sq, spray applied. Base Sheet: "Fiberglass Premium Base Sheet No. 515" Type G2 Coating: " #120 Premium Non - Fibered Aluminum Roof Coating ", 1/2 "Premium I SBS Modified Base Sheet No. 501" (modified bitumen). gal/sq, " #229 Aluminum Emulsion Roof Coating ", 1 g9al/sq, " #280 White ", Ply Sheet: 1 or 2 layers Type G2 "Fiberglass Premium Base Sheet 1 gal/sq or " #220 Alumi -Tope Roof Coating ", 1 gal/sq. 51 � n Gravel. 1 d • 1. Deck: C -15/32 Class B Incline: 1/2 4. Deckt t+ ' Incline: 2 Existing Roof S stem: Class Bbuilt -u f stith l Insulation (Optional): Perlite, glass fiber or OCF glass fiber /ureth d y p roo s y em, w oose 9 ravel composite, 3 -3/4 in. max, mechanically fastened or hot mopped. remove . Base Sheet (Optional): Type G2 "Fiberglass Premium Vented Base Sl I. Foam: "Henry 714 ", 1 in. min thickness. No. 508 Base Coat: "Henry 580 ", 1 -1/2 gal /sq. Ply Sheet: 1 or 2 layers Type 61 "Fiberglass Premium Fiberglas Ply St • t Top Coat: "Henry 580", 1 -1/2 gal /sq. No. 500 ". : Surfacing: No. 11 roofing granules at 40 lb /sq. Surfacing: Type G3 "Fiberglass Premium Cap Sheet No. 502 ", hot mops Class A, B or C 5. 'Deck: C -15/32 Incline: 2 1. Deck: C -15/32 Incline: 3 Insulation: Glass fiber or OCF glass fiber /urethane composite, 1 to 3- Existing Roof System: (Existing Classification to be maintained) Class A, in. mechanically fastened or hot mopped. B or C built -up roof system. Ply Sheet: 2 or more layers Type G2 "Fiberglass Premium Base Sheet Protective Coating "#107 Asphalt Emulsion ", 9 gal/sq reinforced with 515" or "Premium I SBS Modified Base Sheet No. 501" hot mopped. 3/4 in, chopped glass fiber, 3 lb /sq. Surfacing: Type G2 or G3 "Fiberglass Premium Cap Sheet No. 502 ", Reflective Coating: " #229 Aluminum Emulsion Roof Coating ", 1 gal /sq. mopped. 2. Deck: C -15/32 Incline: 2 -1/2 6. Deck: NC Incline: 3 Existing Roof System: (Existing Classification to be maintained) Class A, Base Sheet: Type G2 "Fiberglass Premium Base Sheet No. 51 B or C built -up roof system. mechanically fastened or hot mopped. Protective Coating "#107 Asphalt Emulsion ", 9 gal /sq reinforced with Ply Sheet: 1 or more layers Type 61 "Fiberglass Premium 1 Ply Sheet 3/4 in. chopped glass fiber, 3 lb /sq. 500 ", hot mopped. Reflective Coating: " #520/ #521 Aluminum Fibered Coating Premium Surfacing: Gravel. ,' Grade ", 1 -1/2 gal /sq. COMBINATION HOT AND COLD SYSTEMS 3. Deck: NC Incline: 1/2 Class A Existing Roof System: Class A, B or C BUR, Classification to be 1. Deck: NC Incline: 1 -1/2 • maintained (gravel may be removed), covered with one of the following Insulation: Glass fiber, perlite or wood fiber 1 in., mechanically taste roof coatings: or hot mopped. Coating: " #520/ #521 Aluminum Fibered Coating Premium Grade ", "220 Ply Sheet: 2 or more layers Type 61 "Fiberglass Premium 1 Ply Sheet • Alumi -Tope Roof Coating" or the "229 Aluminum Emulsion Roof Coating ", 500 ", hot mopped. • 3 gal,/sq• Surfacing: " Fibered Asphalt Emulsion ", 3 gal/sq. LOOK FOR THE UL MARK ON PRODUCT 4 Fiala LOW SLOPE ROOFING SYSTEM SPECIFICATION Roofing Products FOUR -PLY CONVENTIONAL 502 (Base Ply & Cap) System Conflguratio'ft E �� • . ROOF DECK/ % BASE SHEE 5 . N)4 -0V (515, 2= 500,�a02 cap) '// z '� M V- AR .(515, 21-506,:t02 20 cap) /COVER BOARD fir MECH. ATTACH OR x ; - 1 . 414413,14k(501, 2 540, 52.cap) 0 %/� < ' /� / /./ FULLY ADHERED ' M4�B (541 2-506 5t 0 cap) %// //� / t // // �fi ✓ : y ti � t r 11 i i'", ~ // / / / /% ,p • 4 vS .41:4 ' ,i li€ bf io� s a 444Allt // / y f 3 ..,,„„...,:... K • I s ; i42 3'!)'e t t14 016s: AS *IC I , type Ilf // // t s 25.OIbs. er I / 21 s /M it Specified / trio • , « . , ,.`,_ W7i�ef4' t� , ) ion : ��i, to 221A ibs, / 4 �., u r r , � s i . � � - ..,;1,-.0R44 Roof deck and general information: Roof deck must be .......... < % "r °< clean, dry, smooth, and structurally sound to receive the new / 2 PLIES CAP SHEET roofing system. Drainage must be incorporated in the design i r FULLYADHERED FULLY ADHERED to prevent ponding water. For more information, please refer Four ply hot mopped, built-up roofing system with cORVBYitional ber- to the current Malarkey Specification Manual: General require- glass base, ply, and cap:sheet installed ro ut'r. ate apprpovetforttavatk. ments and Commercial Installation Instructions. Special requirements: This roofing system can be installed as illustrated on slopes up to 1" in 12 ". Slopes that are greater etc) in ngs: Install all primed flashings (lead, metal, scuppers, than 1" in 12" are to be installed in a strapped fashion using etc) n a layer of plastic cement on top of the inter - ply and with Two (2) of reinforcement, feathering each ply stripped o ASTM 0 312 type IV asphalt, and wood Hailers /insulation stops off to facilitate back nailing of the roofing system. For more in- 3" from the edge of the flange and corresponding ply. Install formation, please refer to the current Malarkey Specification cap sheet after all flashings have been stripped in. Manual: General Requirements /Strapped Installations. Base fleshings: Base flashing stripping 9 g Aping ply(s) are to be in- Application: Hot Mopped install base sheet according to in- stalled over the inter -ply before the installation of the field sur- structions in section 4 -5 of this manual. Install all inter -plies facing. Stripping ply(s) are to extend 3" beyond the toe of the cant and up the vertical surface of all flat to vertical transitions so that the water runs over (shingle fashion) or parallel to (strapped), but never against the laps in a uniform mopping of (curbs, walls, roof top equipment, etc). After the installation of the hot asphalt at the nominal rate of 25 lbs. per ply, per square. field surfacing, install the specified cap sheet base flashing extending Broom all plies to ensure contact between the asphalt and i n beyond the toe of the cant and up the vertical commercial the bottom surface of the roofing felts. Cap sheet will be in- face. Terminate the base flashing as shown in the commercial stalled so that the water runs over (shingle fashion) or parallel roofing details of the current Malarkey Specification Manual. to (strapped), but never against the laps. Cut cap to 1/3 of the Fire Ratings: The specification carries a Class 'A' rating up total length (11') and allow to relax prior to installation. Position to 2" in 12" over the following decks: Wood, Metal, Concrete, cap membrane for installation and embed into a uniform mop- Lightweight Concrete, Structural Wood Fiber, and Gypsum. ping of asphalt applied at the rate of 25 lbs. per square. Broom The exact listing for this roofing system can be found in the all cap sheet to ensure contact between the asphalt and the current edition of the ITS Warnock Hersey Directory of Listed bottom of the sheet. Stagger all end laps a minimum of 12 ". Products. For other ratings, contact the Malarkey Technical Prior to the application of interply sheets, all valleys and wa- Services Department. terways shall receive an extra layer of Malarkey ply sheet (or comparable product) which shall be at least a full width sheet and shall extend at least 12 inches (30 cm) up to the inclines out of the valleys. REV. 7/11 www.MalarkeyRoofing.com • 800 - 545 -1191 4 - Specification Manual ii. ^ � TECHNICAL PRODUCT DATA SHEET 1-.. 1. 515 BASE FIBERGLASS BASE SHEET , Note: Malarkey Roofing Products TM (Malarkey) Inventory SKU numbers for this product: 515 Product Description Product Use: 515 Base is suitable for use as a base sheet for hot asphalt, cold process or torch -on application. ,. r'. " ndard qual- ity base sheet may be used over various combustible and non - combustible decks as the initial ply for specified roof systems. Please consult Malarkey Technical Services for approval of roof systems. Approved for use on all fire -rated built -up roofing. Composition and Materials: 515 Base is manufactured on a fiberglass mat impregnated with hot asphalt and coated on both sides with a hot asphaltic material and surfaced with a mineral release material. Technical Data Typical Properties, 3.0 square roll Weight/ Roll (nominal) 75 lbs (34.0 kg) Weight/ Square min. (nominal) 25 lbs. (11.3kg) Dimensions 39 wide x 99' long (1M wide x 30.2M long) Lay Lines 2 ", 12'/: ", and 18 50.8mm, 317.5mm, 476.2mm) Thickness 50 mils As manufactured, meets the requirements of ASTM D4601 Type II. Complies with and listed with UL, FM and Intertek/WHI. 515 Base is a G2 base sheet. Application Application Procedure: 515 Base shall be applied as specified. See Malarkey Specification Manual for specific installation instruc- tions. 515 Base may be applied in cold weather. Follow cold weather application instructions and general requirements. Contact Malarkey's Technical Department for details. Precautions: 515 Base requires dry storage and protection from the weather. Roof decks should be sound, dry, smooth, meet necessary local requirements, and provide positive drainage. Do not apply wet base ply sheets. Technical Assistance: Malarkey has technical services assistance available. Contact Malarkey for details at (800) 545 -1191 or (503) 283 -1191, weekdays 7:00 a.m. to 5:00 p.m. Pacific Time. Warranty Malarkey Roofing Products offers various warranties to meet specific requirements. The warranty package for 515 Base includes 5, 10, 15, and 20 -year limited and unlimited coverage. Contact your roofer, local distribution center or Malarkey for full details. 515 Base and other Malarkey products are available throughout North America and Pacific Rim countries. Visit www.MalarkeyRoof- ing.com for additional product information and availability. Effective 5.11 I Supersedes all previously published data Check for more current version at www. MalarkeyRooAng.corn Corporate Office: 3131 N. Columbia Blvd., Portland, OR 97217 -7472 • P.O. Box 17217, Portland, OR 97217 -0217 Telephone: (503) 283 -1191 • (800) 545 -1191 • FAX: (503) 289 -7644 • www.MalarkeyRoofing.corrt 147460, y ' TECHNICAL PRODUCT DATA SHEET V tiV.:1 LI I 500 PLY 4 FIBERGLASS PLY SHEET • Note: Malarkey Roofing Productsm (Malarkey) Inventory SKU numbers for this product: 500 > 3 Product Description Product Use: 500 Ply 4 is a ply sheet suitable for use as an interply in multi -ply roof systems. 500 Ply 4 may • sed over various combustible and non - combustible decks as the initial ply in conjunction with insulated roof systems. Please consult Malarkey Techni- cal Services for approval of roof systems. Composition and Materials: 500 Ply 4 Sheet is manufactured on a fiberglass mat impregnated with asphalt and treated with a non- stick agent to facilitate unrolling. No mineral release is used. Technical Data Typical Properties, 5.0 square roll Weight/ roll min. (nominal) 36 lbs (16.3 kg) Weight/ Square (nominal) 7.2 lbs (3.27 kg) Dimensions 39Y, wide x 165' long (1M wide x 50.3M long) Lay Lines 2 ", 9 ", 12/ ", and 18 50.8mm, 238.1mm, 317.5mm, 476.2mm) • Breaking Strength MD: 44 lbf/in (7.7kN /m) I XM: 44 lbf/in (7.7kN /m) As manufactured, meets the requirements of UL 55A, Type G1 for asphalt content and minimum weight. Complies with ASTM D2178 Type IV and listed with FM, UL and Intertek/WHI. Application Application Procedure: 500 Ply 4 shall be applied as specified with base sheets and/or surfacing. See Malarkey Specification Manual for specific installation instructions. 500 Ply 4 may be applied in cold weather. Follow cold weather application instructions and general requirements. Contact Malarkey's Technical Department for details. Precautions: 500 Ply 4 requires dry storage and protection from the weather. Roof decks should be sound, dry, smooth, meet necessary local requirements, and provide positive drainage. Do not apply wet ply sheets. Do not mechanically attach ply sheet to any deck . A base sheet should be specified for mechanical attachment. Ply sheets are are not recommended for cold process application. Technical Assistance: Malarkey has technical services assistance available. Contact Malarkey for details at (800) 545 -1191 or (503) 283 -1191, weekdays 7:00 a.m. to 5:00 p.m. Pacific Time. Warranty Malarkey Roofing Products offers various warranties to meet specific requirements. The warranty package for 500 Ply 4 includes 5, 10, 15, and 20 -year limited and unlimited coverage. Contact your roofer, local distribution center or Malarkey for full details. 500 Ply 4 and other Malarkey products are available throughout North America and Pacific Rim countries. Visit www.MalarkeyRoof- ing.com for additional product information and availability • Effective 5.11 i Supersedes all previously published data Check for more current version et www.MalarkeyRoofing.com Corporate Office: 3131 N. Columbia Blvd., Portland, OR 97217 -7472 • P.O. Box 17217, Portland, OR 97217 -0217 Telephone: (503) 283 -1191 • (800) 545 -1191 • FAX: (503) 289 -7644 • www.MalarkeyRoofing.com TECHNICAL PRODUCT DATA SHEET 502 CAP FIBERGLASS CAP SHEET Note Malarkey Roofing Products TM (Malarkey) Inventory SKU numbers for this product: 502 Product Description Product Use: 502 Cap is a fire -rated (FR) cap sheet manufactured to meet the needs of a conventional, quality built -up roofing system. 502 Cap can be applied with hot mopping asphalt or cold process adhesives. 502 Cap is used as a surface sheet for multiple -ply roof systems. Please consult Malarkey Technical Services for approval of roof systems. Approved for use on all fire - rated built -up roofs. Composition and Materials: 502 Cap is manufactured on fiberglass mat uniformly impregnated and coated on both sides with bitumen (asphalt) compounded with a fire- retardant mineral stabilizer and surfaced with ceramic granules for ultraviolet protection and weatherability. Technical Data Typical Properties, 1.0 square roll Weight/ Roll (nominal) 72 lbs (32.7 kg) Dimensions 39% wide x 33' long (1M wide x 10.5M long) Granule Adhesion Max 1.0 gram loss, per ASTM D4977 Thickness (nominal) 105 mils As manufactured meets or exceeds the requirements of UL 55A Type G3 and ASTM 3909. Listed with FM, UL and IntertekMMi. ADDiication Application Procedure: 502 Cap shall be applied as specified. See Malarkey Specification Manual for specific installation instruc- tions. Contact Malarkey's Technical Department for details. Precautions: 502 Cap requires dry storage and protection from the weather. Roof decks should be sound, dry, smooth, meet neces- sary local requirements, and provide positive drainage. Do not apply wet cap sheets. Technical Assistance: Malarkey has technical services assistance available. Contact Malarkey for details at (800) 545 -1191 or (503) 283 -1191, weekdays 7:00 a.m. to 5:00 p.m. Pacific Time Warrantv Malarkey Roofing Products offers various warranties to meet specific requirements. The warranty package for 502 Cap includes 5, 10, 15, and 20 -year limited and unlimited coverage. Contact your roofer, local distribution center or Malarkey for full details. 502 Cap and other Malarkey products are available throughout North America and Pacific Rim countries. Visit www.MalarkeyRoof- ing.com for additional product information and availability. Effective 9101 Supercedes all previously published data Check for more current version at www.MalarkeyROOring.com Corporate Office: 3131 N. Columbia Blvd., Portland, OR 97217 -7472 • P.O. Box 17217, Portland, OR 97217 -0217 Telephone: (503) 283 -1191 • (800) 545 -1191 • FAX: (503) 289 -7644 • www.MalarkeyRoofing.com 13 UP2O12 -oo RECEIVED 15912_ 5W 724 /v4- B17 JUN 122012 CITY OF TIGARD • BUILDING DIVISION STRUCTURAL CALCULATIONS FOR OREGON BUSINESS PARK I BUILDING 17 PORTLAND, OREGON -- ROOF OVERLAY -- 0 PRO ,4 FF �I° 2,187 1 *lb Ma ill ,. OR ON �I , O ✓G< ts, , N.,. yN NO9 I EXPIRES: 121311 2 Contents Detail A DI Plan PI Contact Person: John E Nordling, PE Gravity Calculations G1 - G14 NORDLING Proj. No.: 12 -124 OREGON BUSINESS PARK I ' n5( STRUCTURAL BUILDING 17 RE -ROOF ENGINEERS, LLC PAC TRUST 6775 SW 111th. Suite 200. Beaverton (1k. 57008 Date: APR 2012 By: JEN Sheet No.: COVER 0 0 0 o e o o p o m m 3 II - d`: w .r - ! i Ii ° m :! ° , MI . M ,„ . , ,... 0 . , ° I I illriftrria....,;e:// -');:* ,,, e 1 7. - i I 0 ' —,$)-,:__ 0 '', ./ • ' vv/i 0 .11iiihlitiv-wz-, li E - -- l', a At' Al -11111 IF ---° tJ .j y / /,. /A 1 1'. _.. . -- ° 7 1 7 .0 v., ' � 1_ ai s .. 1l °' ., /; - b .i ® •i ©1 0 "1 MI '\ j wr _ . I ..-1$-. awa^e.I.. + w/.p ✓ .'..k`•t 'W `IrMx� ^y ,--- ` - . - - -- ..; 0 ' •. -- .- i ^"".'"w.. �s,,,m ""gib.. .- .. ,.:...,.a•,... BUILDING 17 ROOF FRAMING PLAN KEYNOTES Y.wn. 6,..1 General Notes LEGEND ` • a iFir°• - Y . ' ^ ' -. .r •.. M t. � ' � • . w . '• M.. r..v .,, I. M.. t.,i : w. ti':�TPS'� .ate .o.. .. fi r « + LA wvr ....... .i.e: ./ll '—tib. i w -u�N .r eryV..M .�i"� wy. WNINII�F �ry..�`i A n. ....Tu..,ww...u.',. pr'I The existing roof is to have a new roof membrane installed over the existing roof system. The new roof system weight is not to exceed 1.75 psf. The existing roof framing has been reviewed based on their being a single roof system currently installed and that . its existing weight also does not exceed 1.75 psf. 1 %. PROF The existing roof framing (as long as the members are in $ G I N E FR / good condition, conform to the original document sizes 1 12,187 ( ' and meet the above conditions) is acceptable for the new 4 roof overlay. • OREGON /2\,-,,,,',.,p ( . -0 ''''' ' 15 ' '9'6'' \%. NOR EXPIRES: 12 / 31 / " NORD LING Pro;. No.: 12 -124 "s OREGON BUSINESS PARK I i -". STRUCTURAL BUILDING 17 RE -ROOF 4`•- .L._ ENGINEERS, LLC PAC TRUST 6775 SW II ltll. rnlite 200 • I leavertun OR. 97008 Date: APR 2012 By: JEN Sheet No.: 7 ' I • • O O 0 0 A 0 •••••1 O 0 0 Q+ 0 t �3 i i O _ °� P)17 ,... ...... ,p..0 11/?: r ..p wil i, 1. _oil ,, ___. _,,.:,,,, - - • %'1101111 - .V-- gpl im „.._ ..--- ,.. .. ,,, - - - -- . 49 ' .1, c: ( 04, , i; , f_m,.* .lopilAN,,,,,, . 4 /iii ` G"'� 0 r le.. • >~ u:.,r, ''�r, r l� n r - :� 1 •• CO BUILDING 17 ROOF FRAMING PLAN KEYNOTES },arelerc t..., • General Not.. u EEGEN uc. m,n.u. n N. .•., Y., • ♦ r.-. IC w Mw N ~h Wiw "' • .moo . /••rtiwu`, n .r 4. �. ..q. . t.� u Cps �. .w l$wrr..ww- «•.• . M , M 1.1"• Ifw W a . e4,1 MI tt, .. rl.w."WWt...N'N ■ µ'•i. yp w.»....r.» S /'pia` I. ISO ,AA,., s ,'1J -1,. .._.1 � � k ' (xc. �y,w,c — (t � 5 -; �, ¢.,,�:. -rt,5 °- ,...,r• Iaa„u. -ir,., c I.1.5 tN.‘ to ti1.4' NORDLING Proj. No.: 12 -124 OREGON BUSINESS PARK I ' t STRUCTURAL BUILDING 17 RE -ROOF AI tk �° , ..... ENGINEERS, LLC PAC TRUST 6775 SW 111t1. 'mite 200 • Ik'uvertnn OR 97008 Date: APR 2012 By: JEN Sheet No.: P1 ,, r 6 r,..y_(......„.„ • Cf r*" F.) A.A.44-( C. $ 9.- FiJ (U- Nny . f�• Ctc" `ate 4"t e.::- 1.$1. 1 • �Jo (i,, r F'-. t' tz__ z.51- t-, •e.4. �ocu�l y av` s to p..,+" 5" kQ t '161 Wes „` 1...; CM* -' \ tut( )•✓J W a,' ti 4 ' It-9? ` 2 4' h. r 0 . 2 ('b> t I. 1.4 Will 111111 111111 H1111 111111 111111 A A A A A A _.. ,,.- r_- i NORD LING Proj. No.: 12 -124 OREGON BUSINESS PARK I :,.,, C STRUCTURAL BUILDING 17 RE -ROOF it* '‘ . ENGINEERS, LLC PAC TRUST 6775 SW 111th. - ;Iiite 200 • reaverton OR. 97008 Date: APR 2012 By: JEN Sheet No.: l 1 r ( & C'D� L.t�,3 (4.,.. P.,,,},,,„ C. (g *L ©G1. G1/4'*'1% CSlttak:.z, r'- 1;SL ' 6-) _- it IkA 1C, V., is (8) - - n • i �(( �r t (At �+ 0. '1 i 0)) ' . 4 I 1 `� t..61- `� r 41 ' �4 r ' "/l '^r � J 274;2'1 I W `L� �.+r W D`- (:� cue sf.,■ `1, `d 7S v, v.•„- 2 (t tg. A") lrao.% 1. 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No.: 12 -124 OREGON BUSINESS PARK I STRUCTURAL BUILDING 17 RE -ROOF o ENGINEERS, LLC PAC TRUST 6775 SW 111th.:;uite 200 • Ileaverton Olt. 97008 Date: APR 2012 By: JEN Sheet No.: GS Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI -SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF A- (EXIST) A -(ADD) A- )COMB) B- (EXIST) B -)ADD) A -COMB) GENERAL DATA -- - - -- 1 2 3 5 6 7 All Spans Simple Support ?? : YES Spans Length ft : 7.50 7.50 7.50 7.50 7.50 7.50 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 1.500 1.500 1.500 1.500 1.500 Beam Depth in : 3.50 3.50 3.50 5.50 5.50 5.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2012.5 2012.5 2012.5 2012.5 2012.5 2012.5 fb - Actual. psi : 1653.1 110.2 1763.3 892.6 44.6 937.2 F'v- Modified Allow. psi : 207.0 207.0 207.0 207.0 207.0 207.0 fv (actual) ` 1.5 psi : 59.1 3.9 63.1 48.0 2.4 50.4 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 5.1 0.3 5.4 6.7 0.3 7.1 X -Dist ft : 3.75 3.75 3.75 3.75 3.75 3.75 Shears: Left k : 0.22 0.01 0.24 0.30 0.01 0.31 Right k : -0.22 -0.01 -0.24 -0.30 -0.01 -0.31 Reaction @ Left DL k : 0.04 0.01 0.05 0.04 0.01 0.05 LL k : 0.19 0.00 0.19 0.26 0.00 0.26 Total k : 0.22 0.01 0.24 0.30 0.01 0.31 Reaction @ Right DL k : 0.04 0.01 0.05 0.04 0.01 0.05 LL k : 0.19 0.00 0.19 0.26 0.00 0.26 Total k : 0.22 0.01 0.24 0.30 0.01 0.31 Max. Defl. @ Mid Span in : -0.443 -0.030 -0.472 -0.152 -0.008 -0.160 X -Dist ft : 3.75 3.75 3.75 3.75 3.75 3.75 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1750.0 1750.0 1750.0 1750.0 1750.0 1750.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 10.0 4.0 14.0 10.0 4.0 14.0 LL plf : 50.0 0.0 50.0 70.0 0.0 70.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear /! : 0.22 0.01 0.24 0.30 0.01 0.31 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 un AD) r„ 1 1an1 oG ChM:WA! r Rnira W Kannv KWf1R11414SI -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI - SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK I - BUILDING 17 RE-ROOF C- (EXIST) C -(ADDI C- (COMB) G- (EXIST) G -(ADD) G- (COMB) GENERAL DATA 1 2 3 5 6 7 All Spans Simple Support ?? : YES Spans Length ft : 23.75 23.75 23.75 29.25 29.25 29.25 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 3.500 3.500 3.125 3.125 3.125 Beam Depth in : 15.25 15.25 15.25 16.50 16.50 16.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2015.6 2015.6 2015.6 2664.0 2664.0 2664.0 fb - Actual. psi : 1621.6 99.8 1721.4 2353.2 144.8 2498.0 F'v-Modified Allow. psi : 207.0 207.0 207.0 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 77.5 4.8 82.3 100.3 6.2 106.5 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 220.0 13.5 233.5 333.7 20.5 354.2 X-Oist ft : 11.87 11.87 11.87 14.62 14.62 14.62 Shears: Left 1< : 3.09 0.19 3.28 3.80 0.23 4.04 Right k : -3.09 -0.19 -3.28 -3.80 -0.23 -4.04 Reaction @ Left DL k : 0.71 0.19 0.90 0.88 0.23 1.11 LL k : 2.37 0.00 2.37 2.92 0.00 2.92 Total k : 3.09 0.19 3.28 3.80 0.23 4.04 Reaction @ Right DL k : 0.71 0.19 0.90 0.88 0.23 1.11 LL k : 2.37 0.00 2.37 2.92 0.00 2.92 Total k : 3.09 0.19 3.28 3.80 0.23 4.04 Max. Dell. @ Mid Span in : -0.947 •0.058 -1.005 -2.033 -0.125 -2.159 X -Dist ft : 11.87 11.87 11.87 14.62 14.62 14.62 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1800.0 1800.0 1800.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 190.0 190.0 190.0 Elastic Modulus ksi : 1900 1900 1900 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 60.0 16.0 76.0 60.0 16.0 76.0 LL plf : 200.0 0.0 200.0 200.0 0.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear >7: 3.09 0.19 3.28 3.80 0.23 4.04 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V 114 4R7 Irl 14R'i.RF FAIFRRAI R Rnire W Kannv KWnRn414SI -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI - SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF E- (EXIST) E -(ADD) E- (COMB) F- (EXIST) F -(ADD) F- (COMB) GENERAL DATA - 1 2 3 - 5 6 7 All Spans Simple Support ?? : YES Spans Length ft : 29.25 29.25 29.25 26.25 26.25 26.25 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.125 3.125 3.125 6.750 6.750 6.750 Beam Depth in : 19.50 19.50 19.50 18.00 18.00 18.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2615.1 2615.1 2615.1 2638.4 2638.4 2638.4 fb - Actual. psi : 1789.5 103.7 1893.1 2481.2 141.8 2623.0 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) " 1.5 psi : 93.6 5.1 98.7 124.8 7.1 131.9 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 354.4 20.5 374.9 904.4 51.7 956.1 X -Dist ft : 15.01 14.62 15.01 13.12 13.12 13.12 Shears: Left k : 3.92 0.23 4.15 11.48 0.66 12.14 Right k : -4.33 -0.23 -4.56 -11.48 -0.66 -12.14 Reaction @ Left DL k : 0.88 0.23 1.11 3.28 0.66 3.94 LL k : 3.04 0.00 3.04 8.20 0.00 8.20 Total k : 3.92 0.23 4.15 11.48 0.66 12.14 Reaction @ Right Dl k : 0.88 0.23 1.11 3.28 0.66 3.94 LL k : 3.45 0.00 3.45 8.20 0.00 8.20 Total k : 4.33 0.23 4.56 11.48 0.66 12.14 Max. Defl. @ Mid Span in : -1.312 -0.076 -1.388 -1.583 -0.090 -1.673 X -Dist ft : 14.62 14.62 14.62 13.12 13.12 13.12 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Ev:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 60.0 16.0 76.0 250.0 50.0 300.0 LL plf : 200.0 0.0 200.0 625.0 0.0 625.0 Trapezoidal DL @ Left plf : DL @ Right plf : LL @ Left plf : LL @ Right plf : 80.00 80.00 X -Left ft : 13.25 13.25 X -Right ft : 29.25 29.25 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear a : 3.92 0.23 4.15 11.48 0.66 12.14 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 • 1Id AP? Ir1 1QR1.QF FAIFRrAI C. Bruce W. Kenny. KW060914SI -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI -SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF • G- (EXIST) G -(ADD) G- (COMB) H- (EXIST) H -(ADD) H- (COMB) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES Spans Length ft : 28.50 28.50 28.50 38.50 38.50 38.50 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 21.00 21.00 21.00 28.50 28150 28.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2593.6 2593.6 2593.6 2507.1 2507.1 2507.1 fb - Actual. psi : 2148.8 122.8 2271.6 2129.0 121.7 2250.7 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 116.1 6.6 122.7 115.6 6.6 122.2 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment © Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 1066.1 60.9 1127.0 1945.5 111.2 2056.6 X -Dist ft : 14.25 14.25 14.25 19.25 19.25 19.25 Shears: Left k : 12.47 0.71 13.18 16.84 0.96 17.81 Right k : -12.47 -0.71 -13.18 -16.84 0.96 -17.81 Reaction @ Left DL k : 3.56 0.71 4.27 4.81 0.96 5.77 LL k : 8.91 0.00 8.91 12.03 0.00 12.03 Total k : 12.47 0.71 13.18 16.84 0.96 17.81 Reaction @ Right DL k : 3.56 0.71 4.27 4.81 0.96 5.77 LL k : 8.91 0.00 8.91 12.03 0.00 12.03 Total k : 12.47 0.71 13.18 16.84 0.96 17.81 Max. Defl. @ Mid Span in : 1.385 0.079 -1.464 -1.845 -0.105 .1.951 X -Dist ft : 14.25 14.25 14.25 19.25 19.25 19.25 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 250.0 50.0 300.0 250.0 50.0 300.0 LL plf : 625.0 0.0 625.0 625.0 0.0 625.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear a : 12.47 0.71 13.18 16.84 0.96 17.81 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V5 lid 4R9 (r1 14R1.4R FNFRf.AI (' Bruce W. Kenny. KWfR0914S1 - Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI -SPAN TIMBER BEAM DESIGN • OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF I- (EXIST) I -(ADD) I-ICOMB) GENERAL DATA - 1 2 3 All Spans Simple Support ?? : YES Spans Length ft : 38.50 38.50 38.50 End Fixity: Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 Beam Depth in : 30.00 30.00 30.00 CALCULATED VALUES -OK- -OK- -OK- F'b- Modified Allow. psi : 2492.8 2492.8 2492.8 fb - Actual. psi : 2108.1 131.8 2239.8 F'v- Modified Allow. psi : 218.5 218.5 218.5 fv (actual) " 1.5 psi : 118.6 7.4 126.1 Moment @ Left k -in : 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 2134.4 133.4 2267.8 X -Dist ft : 19.25 19.25 19.25 Shears: Left k : 18.48 1.15 19.63 Right k : -18.48 -1.15 .19.63 Reaction @ Left DL k : 5.29 1.15 6.45 LL k : 13.19 0.00 13.19 Total k : 18.48 1.15 19.63 Reaction @ Right DL k : 5.29 1.15 6.45 LL k : 13.19 0.00 13.19 Total k : 18.48 1.15 19.63 Max. Defl. @ Mid Span in : -1.736 -0.108 -1.844 X -Dist ft : 19.25 19.25 19.25 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Uniform DL plf : 275.0 60.0 335.0 LL plf : 685.0 0.0 685.0 QUERY VALUES Location ft : 0.00 0.00 0.00 Shear 11 : 18.48 1.15 19.63 Moment k -in : 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 VA AR9 i,. 101:11 .CIF FniFRrei r Rrr.e W. Kenny. KWORf1914S1 -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123/12 Page: MULTI -SPAN TIMBER BEAM DESIGN • OREGON BUSINESS PARK I - BUILDING 17 RE-ROOF • J- (EXIST) J- (EXIST) J -INEW) J -(NEW) GENERAL DATA 1 2 -- - 4 - - 5 All Spans Simple Support ?? NO Spans Length ft : 42.00 10.00 42.00 10.00 End Fixity: Pin:Pin Pin:Free Pin:Pin Pin:Free Beam Width in : 6.750 6.750 6.750 6.750 Beam Depth in : 27.00 27.00 27.00 27.00 CALCULATED VALUES -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2522.2 2522.2 2522.2 2522.2 fb - Actual. psi : 2322.8 2322.8 2461.8 2461.8 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 166.2 150.3 175.8 159.3 Moment @ Left k -in : 0.0 - 1905.0 0.0 2019.0 Moment @ Right k -in : - 1905.0 0.0 - 2019.0 0.0 Max. Mom. @ Mid -Span k -in : 1460.6 0.0 1542.0 0.0 X -Dist ft : 16.80 0.00 16.80 0.00 Shears: Left k : 14.60 20.25 15.42 21.45 Right k : -22.15 0.00 -23.43 -0.00 Reaction @ Left DL k : 4.17 12.13 4.99 14.61 LL k : 10.43 30.27 10.43 30.27 Total k : 14.60 42.40 15.42 44.88 Reaction @ Right DL k : 12.13 0.00 14.61 0.00 LL k : 30.27 0.00 30.27 0.00 Total k : 42.40 0.00 44.88 0.00 Max. Defl. @ Mid Span in : -1.585 .0.026 -1.672 •0.035 X -Dist ft : 18.76 10.00 18.76 10.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 - Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 250.0 250.0 300.0 300.0 LL plf : 625.0 625.0 625.0 625.0 Point DL N : 3300.00 ' 4000.00 LL J1: 8200.00 8200:00 X -Dist. ft : 10.00 10.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear it : 14.60 20.25 15.42 21.45 Moment k -in : -0.00 - 1905.00 -0.00 .2019.00 Deflection in : 0.000 0.000 0.000 0.000 kid ARC rri 1C1Rq.ng FNFR[MI r Bruce W. Kenny. KW060914SL•A • Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI -SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF • K- (EXIST) K- (EXIST) K -(NEW) K -(NEW) - GENERAL DATA 1 2 4 5 All Spans Simple Support ?? : NO Spans Length ft : 42.00 8.00 42.00 8.00 End Fixity: : Pin:Pin Pin:Free Pin:Pin Pin:Free Beam Width in : 6.750 6.750 6.750 6.750 Beam Depth in : 27.00 27.00 27.00 27.00 CALCULATED VALUES -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2522.2 2522.2 2522.2 2522.2 fb - Actual. psi : 1964.2 1872.9 2077.1 1978.2 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 160.2 144.4 169.3 152.5 Moment @ Left k -in : 0.0 - 1536.0 0.0 - 1622.4 Moment @ Right k -in : - 1536.0 0.0 - 1622.4 0.0 Max. Mom. @ Mid -Span k -in : 1610.9 0.0 1703.5 0.0 X -Dist ft : 17.64 8.00 17.64 8.00 Shears: Left k : 15.33 19.50 16.21 20.60 Right k : -21.42 0.00 -22.64 -0.00 Reaction @ Left DL k : 4.37 11.73 5.25 14.05 LL k : 10.95 29.20 10.95 29.20 Total k : 15.33 40.92 16.21 43.24 Reaction @ Right DL k : 11.73 0.00 14.05 0.00 LL k : 29.20 0.00 29.20 0.00 Total k : 40.92 0.00 43.24 0.00 Max. Defl. @ Mid Span in : -1.867 0.404 -1.975 0.429 X -Dist ft : 19.32 8.00 19.32 8.00 DESIGN DATA - Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes • Yes Yes Uniform DL plf : 250.0 250.0 300.0 300.0 LL plf : 625.0 625.0 625.0 625.0 Point DL N : 3600.00 4300.00 LL a : 8900.00 8900.00 X -Dist. ft : 8.00 8.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear 11 : 15.33 19.50 16.21 20.60 Moment k -in : -0.00 - 1536.00 -0.00 - 1622.40 Deflection in : 0.000 0.000 0.000 0.000 GM lid ARC iri t4R'.4t rnUFRrAI C. Bruce W. Kenny. KW060914SL -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04/23112 Page: MULTI -SPAN TIMBER BEAM DESIGN • OREGON BUSINESS PARK I - BUILDING 17 RE -ROOF L- (EXIST) L- (EXIST) L-(NEW) L -(NEW) GENERAL DATA - 1 2 - 4 5 All Spans Simple Support ?? : NO Spans Length ft : 42.00 8.00 42.00 8.00 End Fixity: : Pin:Pin Pin:Free Pin:Pin Pin:Free Beam Width in : 6.750 6.750 6.750 6.750 Beam Depth in : 31.50 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK -OK- F'b- Modified Allow. psi : 2479.4 2479.4 2479.4 2479.4 fb - Actual. psi : 1745.8 1745.8 1849.0 1849.0 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 fv (actual) * 1.5 psi : 141.4 151.8 149.5 160.7 Moment @ Left k -in : 0.0 - 1948.8 0.0 - 2064.0 Moment @ Right kin : - 1948.8 0.0 - 2064.0 0.0 Max. Mom. @ Mid -Span kin : 1443.4 0.0 1524.3 0.0 X -Dist ft : 16.52 8.00 16.52 8.00 Shears: Left k : 14.51 23.80 15.33 25.20 Right k : -22.24 0.00 -23.52 0.00 Reaction @ Left DL k : 4.15 13.15 4.97 15.83 LL k : 10.36 32.89 10.36 32.89 Total k : 14.51 46.04 15.33 48.72 Reaction @ Right DL k : 13.15 0.00 15.83 0.00 LL k : 32.89 0.00 32.89 0.00 Total k : 46.04 0.00 48.72 0.00 Max. Defl. @ Mid Span in : -0.977 0.009 -1.031 0.007 X -Dist ft : 18.48 8.00 18.48 8.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 • Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 250.0 250.0 300.0 300.0 LL plf : 625.0 625.0 625.0 625.0 Point DL IJ : 4800.00 5800.00 LL II: 12000.00 12000.00 X -Dist. ft : 8.00 8.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear 11 : 14.51 23.80 15.33 25.20 Moment k -in : -0.00 - 1948.80 -0.00 - 2064.00 Deflection in : 0.000 0.000 0.000 0.000 CI V3 114 LIFO Irl 1gR1 -qri FNFRf'AI C. Bruce W. Kenny. KW060914SL -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date: 04123112 Page: MULTI - SPAN TIMBER BEAM DESIGN _ OREGON BUSINESS PARK I - BUILDING 17 RE •ROOF M- (EXIST) M- (EXIST) M-(NEW) M -(NEW) GENERAL DATA 1 2 4 5 All Spans Simple Support ?? : NO Spans Length ft : 42.00 8.00 42.00 8.00 End Fixity: : Pin:Pin Pin:Free Pin:Pin Pin:Free Beam Width in : 6.750 6.750 6.750 6.750 Beam Depth in : 33.00 33.00 33.00 33.00 CALCULATED VALUES -OK- -OK- -OK- -OK. F'b- Modified Allow. psi : 2466.6 2466.6 2466.6 2466.6 fb - Actual. psi : 1750.5 1750.5 1863.4 1863.4 F'v Modified Allow. psi : 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 146.3 158.4 155.5 168.6 Moment @ Left kin : 0.0 - 2144.6 0.0 - 2282.9 Moment @ Right kin : - 2144.6 0.0 - 2282.9 0.0 Max. Mom. @ Mid -Span k •in : 1581.0 0.0 1678.2 0.0 X -Dist ft : 16.52 8.00 16.52 8.00 Shears: Left k : 15.90 26.18 16.89 27.86 Right k : -24.42 0.00 -25.95 0.00 Reaction @ Left DL k : 4.56 14.49 5.54 17.71 LL k : 11.35 36.10 11.35 36.10 Total k : 15.90 50.60 16.89 53.81 Reaction @ Right DL k : 14.49 0.00 17.71 0.00 LL k : 36.10 0.00 36.10 0.00 Total k : 50.60 0.00 53.81 0.00 Max. Defl. @ Mid Span in : -0.930 0.004 -0.986 0.002 X -Dist ft : 18.48 8.00 18.48 8.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 • Fb:Basic Allowable psi : 2400.0 2400.0 ' 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 275.0 275.0 335.0 335.0 LL plf : 685.0 685.0 685.0 685.0 Point DL N : 5300.00 6500.00 LL N : 13200.00 13200.00 X -Dist. ft : 8.00 8.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear q : 15.90 26.18 16.89 27.86 Moment k -in : -0.00 - 2144.64 -0.00 - 2282.88 Deflection in : 0.000 0.000 0.000 0.000 • VA dR') i.t 1Q1R1.4R FniFRrai r Bruce W. Kenny. KW060914SL -A