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2004, 08-16 Permit App: BLD-04-07380 Patio Cover BUILDING PERMIT APPLICATION WORKSHEET Sall'aka ► City of Spokane Valley Community Development Department , po neBuilding Division 11707 E. Sprague Avenue, Suite 106 .000Valley • Spokane Valley, WA 99206 Phone: (509) 688-0036;Fax: (509) 688-0037 REQUIRED SITE INFORMATION- , Street Address: ' it 2- I�, .' t/ - di t v'-"5 t �' kel S p9- me._, 4/ley Assessor's Tax Parcel Number(s): • - Legal Description: PERMIT DESCRIPTION: • Building Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home D. Relocation ❑ Tenant Improvement El Fire Safety El Other OWNER/APPLICANT INFORMATION ❑ Owner: e\ C. �ifiC.— )c c-4 5 04 ❑ Applicant: Phone: 92-qZ- ' Fax: Phone: Fax: Address: 12.,t2 : `/«tc/ ,'4' la Address: �7 '') [1.--XZ f _ fy `i <c�t 4.-'4-- • City r Stat Zip Code City State Zip Code ❑ Contractor: (-y77.c T t( 'SZ-EL d pi f,-f.?�ail Architect: Phone: 5?* ze3y3iiy Fax: Phone: Fax: Address: ,-2 '7 aile ,r 1 Address: e-l Q_ &J&-- V. City Slate Zip Code City • State Zip Code WA State Contractor License#:. 7-0—ie...-5,e1, 5 '/)I<Contact: ( .,--r-c( t5,i4L.L(4-kI ���`') PERMIT/BUILDING INFORMATION HEIGHT TO PEAK , DIMENSI ISS: n 0 #OF STORIES: i MAIN FLOOR T A.`1%s TG: flu FLO R S . FTG: UNFIN BASEMENT SQ. FTG: glow FINISHED BAS MENT SQ. FTG: GARAGE SQ: FTG: - DECK/GOV. PATIO II SQ. FTG: OCCUPANCY GROUP: CONSTRUCTION TYPE: HEAT SOURCE: #OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA: COST OF PROJECT: 30%SLOPES ON PROPERTY: SEWER OR ON-SITE SEPTIC SYSTEM? MANUFACTURED HOME Width: Length: Year: Pit Set: Manufacturer: RELOCATION Previous Address: Proposed Use: FIRE SAFETY Fire Sprinkler: # of Heads: Fire Alarm: Paint.Booth: Tent: Fireworks Display: Blasting: Date/Time: Valuation: Above/Underground Storage Tank Size: • WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE Plans Examiner: Phone: Fax: Address: • City State Zip Inspector: Phone: Fax: Address: City State Zip SPECIAL INSPECTIONS ❑ BOLTING ❑ CONCRETE El REINFORCEMENT ❑ WELDING Firm Name: Phone: Fax: Inspector(s): DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. Ownership of resulting development rights granted by any issued permit inure to the property owner. Print Name Signature • Method of Payment: (Faxed permit applications will only be accepted with major bankcard)_ ❑ Cash ❑ Check 0 Mastercard ❑ VISA ❑ Other Bankcard #: Expires: 0 .VIN#: Authorized Signature: • I � t i 1 /Ns.IMP o +ii4 `k1 M".". • •q p'"'*"w'+iN :�.• "D°REs' a ` I. -ee'5.1`4) ' � 1 �4,5 -F-. representation + ,,,nnmak .. r i REVIEWEDBY i �,�--� ✓/- .I.W I • • ; , i i 1 i 8 i j -i -- -• • • k' .. . :. ... . . 414.,41 ;,,,,.. . . ' I I 1---43/4.1-1-1 �. ..i� i ., gi---e--. 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',N" 41 '' ''' -1-',,,,t!'r .„, ';','.'\''' ''''':' '1\ \ '..• H I iji 1 4 it'Ll 4" 1111%1! PC'f. 1. 1 R! ‘‘\101111A Porch Covers i 111 .f ,i I ' JJ 1 1, !,i' )1 iflliii , Suntuf/Palruf .. J [ po .,,„1„ ',, tAlrlii] ,:',0 ,\. `•''..”''.i,s: \' s'\\,>4.,k ', \''\k' '', '‘\\N' ' k%, ,,,,,, \\ \,,,„.\\,„\,,, .,, ,,,k,i,,,:,...,,,,, •,,,,. \\\,,,,\ 4;,\ k,\:\,,,,.:, \,, \1,1,,.,,,,,k......,,A,\\,\.,,,_,..,,‘, ..',,,,,,, 11111101111 ,. :,-',,,,,',13, ;,,----'', ",-.'' --'•-• ''''''ikable load •;th , Al ilfi ':!,11 Iiiiiiiiiiiiiiiitil 111.::.; tl Greenhouses Clear as glass, will not t Bceasotascintrloiewtardant -„$ * *Ito di ill Suntuf yellow 001,0111 illillir'',, • Flame led iitituid 1 illi,I ow_ '%giro 1,1 dot 0111111 - !BLOCKER 0 Blocks virtually 10_0(Y0 • 0 Lifetime limi warranfY kseetic 0 1 rotersToz t harMtUl UV raYS t I i _ Health ../ *,,',A 1 ° .g rev-,t, vOki C, ... tt, ,',',t ' , i.,1.1.., lit ‘ IN 11141 \ I 1 I 7......_, ,,,,4, , ,,,,,,,,,,,k,,,,,,. ,-_•,_. .. i ,A , i, 1,,„ , ,,,,„ , \ ;,..,,,,4 1,40,31 , 0, \ k1/4 t........ ,,,,..,...\., a ,...,. Nontlamrnable ,.44-: Under-Deck // \ / _,-,..i.-„,---_------,_ __------ _, Palruf '''''''''' Resistant exclu Chemical eoDcuteraarblaes ----- '' BlocksyirtuallY 100% Patio Covers BLOCKER :0 UV rays Suntuf/Palruf ...0fik,r70,5 of harmful iss Health 1 I 'NOTE:Open Ventilated Projects ONLY .' ' 5 yeadr et irhtaei dl damagev4arrant Y:'''' Unlimited Uses Around The Home And On The Farm ! Compare SUNTUF SYSTEM Before You Buy... ACCESSORIES IMPACT RESISTANCE YVN-71-----, e?' ,, ',.,:tt.;',,,,7 ) : .s, .., _ :, BEST CHEMICAL RESISTANCE t ...— :;-t,,,,'.4t,,tilei "°', ,' Ridge Cap Wall Connector Side Wall 1 SNOW LOAD CAPACITY BSTGOOD Flashing Flashing Flashing •Matching Flashings TEMPERATURE RANGE 270°F (132.2°C)/-40°F (-40°C) 150°F (65.6°C)/32°F (0°C) for Suntuf Polycarbonate Panels-T4"Long UV PROTECTION 100% 1 0 0% f,.1,:2 •Neoprene Washered 711'., ... ,,; .E I:;%":1,:'. ''''.4 ',..tt--i',.\ Fasteners ..! . FLAME RESISTANCE '„7-, ',, ,..'is, ,, %' 4.-, , • )- for Suntuf and Pali uf Panels COST EFFECTIVENESS -, * '- WoodTite MetalTite / For Fastening For Fastening WARRANTY i, to Wood to Metal / Visit Us on the Web at... www.Suntuf.com see other side INSTALLATION DETAILS. FIR ' I ' ' I ' ' I 1 PREFORMED A ` ® ALUMINUM OR COPPER sunACCESSORIES TO FLASHING MATERIAL..:tufo COMPLETE YOUR PROJECT PURCHASED SEPARATELY Corrugated Polycarbonate Panels Corrugated PVC Panels Suntuf panels are flexible enough to be used in counter flashingcurved applications,as long as the radius of the existingbrick o;'/ curve is not less than 13 feet. existing brick or line of flashing 4/1 4"minimum masonry •�� � counter flashing unde sidim masonry �1i I minimum f.shing line of Sunt .•.e S' � �� neoprene id. .er '.'g Suntut ��� neoprene `/ Side Rid•e washered ?, �N �A�washered ,, `/ fasteners00, �� • `� ` asteners ,s�!� !.' `; �� osure strip 5/4"x3�' �Q`'N.... uncutWall �� � iii' 5/4"x3" \V• a :flashing t. ' rafter rafter purlin \ ♦f_///_ purlin \ ` Connector w j� ,�\ 4 I. ure strip � j' Cts � 1' v 5/4"x 3'purlin \AOj"Jy\ .,�, / 5/4"x 3"purlin ridge limb 1.44,, ,tel, 1 ridge /\� $ %0„4:0,14,41,..` board1114:41 �� Panel exist: . .us 1\+1 `\�� Nik board `kg ane: exist: :h.0 ' \�`' clad. +a d 111 closure strip `�� clad.' I •n. \ w • struct • be•m �� ` stru .e ' clos re strip `01' \�.� post v beam rafte� SIDEWALL / rafter post l © FLASHING DETAIL HEAD FLASHING DETAIL SIDEWALL HEAD FLASHIN DETAIL ® AT MASONRY WALL O FLASHING DETAIL O AT MASONRY WALL \:.tinuous existing house existing house �/ �.,• F . cladding and Suntuf cladding and 1 0 structure `Nldge Cap structure I� ��r1 o �ff 1,,� 111 Palruf•.•a /�y . % 5/4"x 3" . \\�. / 5/4"x 3" o� �'�r� Suet,� i purlin / a ing purlin Conn Wall /:. � P ��.� Connector ,z..•,••,..„.. \✓ �; �,11e` /;_y \At.,•g� Panelrd @4f �// . t; (j"tkir . \ rafter amount of p`� \� �/� ridge board P.-�. 1' " rafter`�� O RIDGE DETAIL lin inches ", rafter fatter amount of do I.---12"—+I ® HEAD FLASHING DETAIL in inches HEAD FLASHING DETAIL AT SIDED WALL O RIDGE DETAIL i2"_�I ® AT SIDED WALL t/ Palruf panel Suntuf It Is recommended to start the first panel Side Ridge /�"to'/4"overhang \ in the middle of the framing and then work . / rY"to'/:"overhang ' r \ \_.. outwards in both directions. 1 flashing 1, I Patrol panel existingi +� Suntut panel A,C or D ~\\ house o /wf/ house cladding 1 / - x1. .. .-� ^..: cladding / I and �`1` �� _ ���_ and Nc� - �.� boy, � al ��' ` structure ----�. x' urlin closure strip structure -.l♦ s �t f vii horizontal �� t1l -sy 1 {r P e�// Suntut panel v uriin closure stri i �I horizontal / Ij�%/ `1 p p . \' r` purlin closure stop // rafter �� purlin horizontal /� �_1:�\ \k%\V\\ �Q� 11) rafter , \_ 11 closure strip \\\\\\ �I end rafter end rafter O ��•�' �\�` � `\""` O O RAKE DETAIL A \11, Suntut or• FLASHING DETAIL RAKE DETAIL O FLASHING DETAIL F I \\\ E - A.Mto (� 1 1 - 1 0109 Ve L , 5/4"x •3"purlin \, \f \� closure 11,000.4_ � or F \ ,► _ Y`u stripi •�� purlin tut or Palruf panel 0 (. 5/4"x 2" `. I ^� ` closure r+y Curring strip vi ,\ �r. \ 'y O OVERLAP DETAIL �� ��� _ 7l� P ♦7l�� Suntuf/Palruf ,,_...',-r -- '+ �� �r vertical `\ horizontal `��r2�\ Use sealant max spa�i g closure ` closure N �/� !=!✓.�, ifpic Is forsunturand strip strip ` rafter I 1 Palruf Panels ',, /��////'✓ es• h:n r;wr ;, 1�Pw � G `i..��uu. � �I 1 : r. , , O�L.�.� ----� '�r \`.""'.��\\ beam S, 1 1 I '', ``-O �: ,r 4 7 ' post SAFETY ■' l\ 6 consult local k ' ( Never walk on sheets, \ beam h bldg.dept. use a board placed O DETAIL AT SEAM ` post 16"to 24"o.c. t O BOTTOM CLOSURE DETAIL across at least 3 rafters Suntuf/Palruf Suntuf/Palruf to spread the load. TYPICAL CANOPY FRAMING DETAIL Suntuf/Palrut PROJECT IMPORTANT: BEFORE YOU . BEGIN .i BUY LIST Make sure the color of all panels match.Be sure Panel and Horizontal Closure Suntuf Polycarbonate Panel:Avoid contact with chemicals,paints,adhesives or other Strip profiles are the same...Suntuf is square,Palruf is round.Snow,wind and synthetic materials that are incompatible with polycarbonate.Never use glass cleaners PANEL SIZE:6'&12•L x 26"W cm weather loads should be considered when designing the slope degree of your with ammonia,or ammonia based products.Clean with lukewarm soapy solution using SUNTUF PANELS1111 structure. Before installation, check local building codes for relevant a soft cloth or sponge.Do not use abrasive brushes as these will mark the surface. specifications and recommendations.Follow local codes at all times. Perfect for enclosed structures such as greenhouses and pool enclosures. TRANSPORTATION,HANDLING&STORAGE:Store sheets out of direct Palruf PVC Panel:While opaque panels are suitable for all weather conditions,clear HORIZONTAL 00D)-6'L . panels are to be installed for applications in mild weather conditions only,and are not HORIZONTAL(FOAM -3'L - panels.Sheets with a colored lengths tarpaulinouto avoided solar heatw gain betweenshes. recommended for locations with high UV radiation or temperatures that exceed 130°F. panels.Sheets of longer should be stacked below other sheets. VERTICAL(WOOD 6'L 1111 Do not stack other items on top of panels.If panels are not stacked directly Do not install panels over lattice or existing roofing. Palruf panels are not t on floor,be sure to support evenly. recommended for enclosed structures such as greenhouses. ri if LOAD RIDGE CAP-7'4"L 1111 SUPPORT Suntuf Purlin Spacing 24" 24" 24" 16" SIDE RIDGE-7'4"L4"L 1111 TABLE Palruf Purlin Spacing 24" 16" WALL CONNECTOR-7'4"L■ INSTALLATION NOTES METALTITE Install panels with the label side facing toward sky(sheet corrugations at each Closure Strips:Made from either wood or foam.They are used horizontally end will then face down). under the panels as fastener supports. Foam closures are recommended WOODTITE ill because they can be stretched slightly to align with the panels to form a To Cut Panels: Use either a circular saw with a plywood blade reversed, compression fit.Wood Vertical Closures are recommended for finishing the PANEL SIZE:B'812'Lx26'W• O1Y a utility knife and a straight edge,or a pair of snips.Support the sheets to avoid outside edges. PALRUF PANELS vibration and cut at slow speed.Up to five panels can be cut with a circular saw. IIII Ventilation:Ventilation of an enclosed structure is very important to avoid Pitch:This is the amount of height in inches the rafter rises over a 12"run. condensation,deterioration and heat build up. rt- Minimum slope is 11/2"in 12"(see figure D).Never install panels on flat roofs. Fasteners:Use Suntuf Neoprene Washered Fasteners Only.Predrill all fastener holes HORIZONTAL 'III -61 1.11 Purlins/Cross Supports:Cross Supports(purlins)must be no more than 24" with a 3/16"drill bit to allow for the thermal movement of the panel.Longer length HORIZONTAL(FOAM -3'L - apart for both Suntuf and Palruf.Cross Supports should be 5/4"x 3"treated sheets should have holes overdrilled.Failure to accommodate thermal movement will III in snow load areas (in other areas you may use 1"x 4"or 2"x 2" cause buckling of the sheet.Attach fasteners on the crown of every other rib in the VERTICAL(WOOD)-6'L lumber). horizontal direction.In high wind areas,fasten on the crown of every rib.Use 2" - , fasteners for all roof applications.DO NOT Overtighten Fasteners causing the METALTITE Sealants:For Suntuf sheets,it is recommended you use GE`"Silicone Rubber rubber washer to compress. Ng Adhesive.For Palruf sheets,use any sealant/adhesive recommended for vinyl TIP:Backout the fastener 1/2 turn after the neoprene washer touches the panel(the WOODTITE ■ (a low modulus sealant that remains flexible when cured...see figure H). neoprene washer should just touch the panel). Inasmuch as Suntuf has no control over the use to which others may put this material,it does not guarantee that the same results as those described herein will be 26"panel covers 24" obtained.Each user of the material should make their own test to determine the suitability of the material for their own particular use. with 1 corrugation overlap - :00 Suntuf,Inc.All ninhts Reserved. #CLTS1000 Janson Breezeway 1212 North University Spokane Valley, Washington Structural Calculations for: Strictly Steel and Construction, Inc. August 16, 2004 Project No.: 2004198 . DAAri OF WA g�4.L • ,a 4e. 0 29013n 4,,V'CISTEg� jaNAL EXPIRES:05 23-2005 Inland Northwest Engineering Tapio Office Center, Green Flag Building 104 South Freya Street, Suite 110-F Spokane,Washington 99202 (509) 532-1532 Voice, Fax and Cell arid Date: 8/16/2004 rrii ent Janson Breezeway By: Brett Danielson lE pi.i 41.11. Inc- 1212 North University P Tapio Office Center,Green Flag Building age: 1 of 1 (5 915532- 532ia Voce.Fax and Cell,Spokane,WA 99202 Project NO.: 2004198 Notes Structural Note Schedule Locate all perimeter and exterior footings at least 1'-6"below finished exterior grade. Locate top of interior footings directly below slab or combine with slab monlythically unless noted otherwise. 1'-6"xl'-6"x6" Deep concrete footing reinforced with 2-#4 bottom bars each way. Where Fl required provide 1'-0"xl'-0"or 1'-0"round pier reinforced with 4-#5 vertical bars and #3 closed square ties at 3" on center three spaces at top and 9"on center over remaining height. 2x6 Number Two Douglas Fir-Larch Rafters at 1'-8"on center or 2x6 Number One Douglas Fir-Larch, 9 1/2"TJI 110 or 9 1/2"BCI 400 Rafters at 2'-0"on center fastened with Simpson LSU26, LUS26, LSSUI25 or IUT9 with web stiffeners at I-joists to flush R1 framing or Simpson VPA2, VPA25, H5 or 3-12d common or sinker toenails. Provide solid blocking in alternate spaces at bearing supports fastened to support with 3-12d common or sinker toenails or Simpson A35. Web stiffeners must be glued and nails to each side of I-joist webs where required. 2x8 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4"x5 1/2" 1.3E Timberstrand LSL, 3 B1 1/8"x6"24F-V3 or V4 DF/DF Glu-Lam or 1 3/4"x7 1/4" 1.9E Microllam LVL Beam. Fasten with Simpson CJT3, LUS26, HUSC26-2, HU7Min or 2-LS30 to flush framing or LPC4, H5 or 3-12d common toenails or endnails at bearing supports. 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4"x11 1/4" 1.3E Timberstrand LSL, 3 1/8"x7 1/2"24F-V3 or V4 DF/DF Glu-Lam or 1 3/4"x7 B2 1/4" 1.9E Microllam LVL Beam. Fasten with Simpson CJT3, HUSC26-2, HUSC46, LUS28, HU7Min or 2-LS50 to flush framing or LPC4, H5 or 3-12d common toenails or endnails at bearing supports. 6x12 Number One Douglas Fir-Larch Timber, 4-2x12 Number One Dougals Fir-Larch, 3 1/2"x11 1/4" 1.3E Timberstrand LSL, 3 1/8"x10 1/2"24F-V3 or V4 DF/DF Glu-Lam or 1 B3 3/4"x14" 1.9E Microllam LVL Beam. Fasten with Simpson CJT4, HUC610Max, U610R(16d), HUSC410, HUSC210-2 or HU7Max to flush framing or LPC4, 2-H5 or 10- 12d common toenails or endnails at bearing supports. 6-2x12 Number Two Dougals Fir-Larch, 6x14 Number One Douglas Fir-Larch Timber, 3 1/2"x14" 1.3E Timberstrand LSL, 3 1/8"x12"24F-V3 or V4 DF/DF Glu-Lam or 2-1 B4 3/4"x11 1/4" 1.9E Microllam LVL Beam. Fasten with Simpson CJT5, 2-HUC210-3Min, HUC612Max, HUC412Max, HUC212-2Max or HU9Max to flush framing or LPC4, 2-H5 or 10-12d common toenails or endnails at bearing supports. 4x4 Number Two Douglas Fir-Larch, 3 1/8"x3 1/8" 24F-V8 DF/DF Glu-Lam or 3 1/2"x3 1/2" 1.8E Parallam PSL Post. Fasten to supporting framing with Simpson LPC4, BC4, 2- A35 or 2-A24 with 1/2"x6"lag bolts to both post and support. Fasten to foundation with Cl Simpson CBSQ44-SDS2, PBS44A or ABU44. Provide one 2x4 brace each from beam and rafter, parallel to beam or rafter, at 45 degrees to the side of the post attached with 2- 1/4"x4"A307 lag bolts or 3-16d common nails minimum at each end to post and beam or rafter. viand Date: 8/16/2004 `,ori;�r� r Janson Breezeway By: Brett Danielson Engineering, Inc. 1212 North University Page: 1 of 17 Tapia Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2004198 Design Data (5091532-1532 Voice.Fax and Cell j Building Dimensions: Main Roof: Length= 27 ft. x Width= 22 ft. with 1 ft. overhangs Code: 2003 IBC Standard Occupancy Structure: All structures housing occupancies or having functions not listed in Catagories 1, 2 or 3 and Group U Occupancy towers. Roof Loads: Ground Snow Load, Pg= 0.017 x 2000 = 34 . psf(per Snow Load Manual) Exposure, Ce= 0.7 Importance Factor, IsNow = 1 Valleys, Cv= 1 Basic Snow Load, P1= Ce(IsNow)Pg= 23.8 psf(Equation 40-1-1, Section 1640) Minimum Uniform Snow Load, Pu = 30 psf(per Spokane County Building Department) Projected Snow Loads for Sloped Surfaces: Heated Greenhouse? No. Slope Angle a Sloped Surface Factor, Ca (Equations 40-2-1 Design Snow Load, QsL= ' thru 40-2-5) CQ*Pf 1 /121 4.8 ° 11 - (4.76 - 4.76) /40 = 1 x 23.8 = 23.8 psf Snow Drift: Upper Roof Width, WB =24 ft., hd =0.43(W5)1"3(P9+10)1/4- 5=2.58 ft. (Equation 44-1) D=0.13P9 +14.0 S 35= 18.42 pcf h y =Pf/D= 1.29 ft. (Equations 44-2 and 44-3) Wa =4hd 44(hr -hy)= 10.3198 ft.for hr 2. 3.87202 ft Pd =.1)01d)= 475227 psf(Equation 44-4) With Sliding:Pds =1D(h d)= 47.5227 psf Maximum Total Load= 75.526 psf(Paragraph 1644.5) Projected Roof Dead Loads: Deflection Limits: Corregated Metal 0.881 psf AMAX= L / x;x= 120 total load 1/7 " Douglas Fir, Spruce = 0.3763 ALS= L / x; x= 180 live load Miscellaneous 1.7427 QDL ROOF= 3 psf 2 x 6 Number 2 Douglas Fir-Larch Rafters at 20" on center or 9 1/2"TJI 110 Rafters at 24" on center= 1.2031 psf Main, Roof Height: Average Roof: 11 ft.@ 1/12 = 0.4583 ft. Roof: Bearing Depth= 5.5190642 " = 0.4599 ft. Top Story Height= 9' - 0" = 9 ft. Lower Floor to Grade = 0' - 6" = 0.5 ft. Top Diaphragm Height Above Grade = 10.418 ft. Material Properties: Concrete: Design Strength, fc= 2500 psi, Unit Weight,YCONc= 155 pcf Young's Modulus, EcoNo= 2,850,000 psi Reinforcing: Design Strength, fy = 60,000 psi, Young's Modulus, ESTEEL= 29,000,000 psi Structural Steel: Design Strength, fy = 36,000 psi, Unit Weight,YSTEEL= 490 pcf Soil Parameters: Table 1804.2 Soil Classification 5, Clay, Sandy Clay, Silty Clay and Clayey Silt (CL, ML, MH and CH) soils. Frost Penetration Depth, DFRosr= 24 inches Wet Unit Weight of Soil,YsoIL= 110 psf Allowable Foundation Pressure, QALLOWABLE= 1500 psf( + 0 psf/ft. per footnote 2) Minimum Depth of Footing, DFTG MIN= 2 feet below grade, bFTG MIN = 1 feet Lateral Pressures: Passive,YPAssIVE = 100 psf per foot of depth below grade (pcf) Active, YAcTrvE = 40 pcf(Assumed) At Rest, YAT_REST= 70 pcf(Assumed) Coefficient of friction for Lateral Sliding resistance, t= 0 to 130 psf(Maximum) wiaoii 2004 Date: 8 16 `wrr�oresit Janson Breezeway / / �wyiwtx�rinq, Inc. By: Brett Danielson 1212 North University ; Page: 2 of 17 Tapio Office Center,Green Flag Building ag 104 South Freya Street,Suite 110-F,Spokane,WA 99202 (5091 532-1532 Voice.Fax and Cell Project No.: 2004198 Design Data Seismic Loads: 0.2 Sec= 0.33, Sds= 0.22;1.0 Sec= 0.1, S 1 s= 0.067;Importance Factor: Global, IsEISMIc=1; I P =1 Heavy timber braced frames with braces carrying gravity loads Structural Response Factor, R = 2.8 Ct= 0.02 Period,T= Ct(h,j3/4 = 0.12 sec. Base Shear, V=(ISEIsMIC)W[ 1.2S Ds /R= 0.09428571 x W Wind Loads: Design Wind Speed= 85 mph, 3 Second Gust; Exposure B End Zone = 3 ft. Importance Factor, IWIND = 1 Design Wind Pressures, QWIND = Ce(Cg)98(IWIND) Primary Frame Wind Loads: Exposure, Ce= 1 @ 10.4 ft. Element Roof Horizontal Walls Roof Vertical Wind Direction Longitudinal I Transverse Transverse I Longitudinal Windward I Leeward End Zone Pressure, ps: 0 0 11.5 11.5 -13.8 -7.8 Interior Zone Pressure 0 0 7.6 7.6 -9.6 -6.1 INia udDate: 8/16/2004 ��\�trtiriv�. r Janson Breezeway By: Brett Danielson WMlihniiticCrixui, Inc. 1212 North University Page: 3 of 17 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2004198 Preening Design (5091532-1532 Voice.Fax and Cell Beams and Headers: The following calculations use the superposition principle to sum moments and displacements at a selected location. The moments are calculated by adding the effects of the - reaction at one end of the member and the applied loads between that end and the selected location: Rix-w i(x-a)212-(w2-031)(x-a)3/6;where Ri is the start reaction,x is the distance from the start of the member to the selected location,oil is the starting value of the trapezoidal load,oh is the ending value of the trapezoidal load,and,a is the distance from the start of the member to the start of the load. For points beyond the end of the load the formula is simply:R2(1-x). Deflection calculations are based on the conjugate beam theorum:the deflection at a point on the beam is equal to the moment at the corresponding point on an equivalent beam under the moment diagram as a load. The conjugate reaction at the start,Ric,is: [R1b2(1-2b/3)12+R2(1-b)3/3-wi(b-a)3(1-b-(b-a)/4)/6-(0)2-w1)(b-a)3(1-b-(b-a)/5)/24]/l where b is the distance from the start of the member to the end of the load. The deflection of a point within the loaded area is then: Ricx-R1x3/6+ali(x-a)4/24+(w1-co2Xx-a)5/120(6-a). iii Typical Rafter Start Cantilever: Span= 1' -27/34" = 1.066 ft. Tributary Width: Start=2' - 0" = 2 ft. End=2' -0" = 2 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Load Type Location (pif) (pif) Location (pif) Lateral(pif) Reaction Reaction (ft-lbs.) Support Moment of Moment_ Moment (ft-lbs.) start Dead 0 ft. 0 8.35656 1.07 ft. 0 8.356559 0 8.9096 4.749642 @ 0 ft. 1.687996 1.349784 0.899856 4.749642 @ 0 ft. Snow 0 ft. 0 59.5862 1.07 ft. 0 59.58621 0 63.53 33.86719 @ 0 ft. 12.0362 9.624596 6.416398 33.86719 @ 0 ft. . Wind 0 ft. 0 -25.2639 1.07 ft. 0 -25.2639 0 -26.94 -14.3593 @ 0 ft. -5.10322 -4.08072 -2.72048 -14.3593 @ 0 ft. Dead Load Forces 0 8.9096 4.749642 1.687996 1.349784' 0.899856-4.749642 Snow Load Forces. 0 63.53 33.86719 12.0362 9.624596 6.416398 33.86719 . Wind Load Forces 0 -26.94 -14.3593 -5.10322 -4.08072 -2.72048 -14.3593 0 72.439 38.61683 13.7242 10.97438 7.316254 38.61683 Typical Rafter: Span= 10' - 11 43/61" = 10.98 ft. Tributary Width: Start=2' -0" = 2 ft. End=2' - 0" = 2 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs./ft) End Location (lbs./ft) Reaction Reaction (ft-lbs.) _ start of Moment _ Moment Moment (ft-lbs.) start Dead 0 ft. 8.35656 10.975412 ft. 8.356559 45.8583 45.858 125.8285 @ 5.4877 ft. 460.34 460.34 1578.882 0 @ 0 ft. Snow 0 ft. 59.5862 10.975412 ft. 59.58621 326.992 326.99 897.2168 @ 5.4877 ft. 3282.441 3282.441 11258.17 0 @ 0 ft. Wind 0 ft. -25.2639 10.975412 ft. -25.2639 -138.64 -138.6 -380.41 @ 5.4877 ft. -1391.72 -1391.72 -4773.34 0 @ 0 ft. Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Forces Shear at Start Start(ft-lbs) Shear at End End(ft-lbs) Reaction Reaction_ (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 8.909619834 -4.74964 0 0 9.34237 -0.433 -2.37482 @ 5.4877 ft. -17.3764 -8.68821 -35.7588 -4.74964 @ 0 ft. Snow 63.52979209 -33.8672 0 0 66.6155 -3.086 -16.9336 @ 5.4877 ft. -123.902 -61.9511 -254.977 -33.8672 @ 0 ft. Wind -26.9359303 14.3593 0 0 -28.244 1.3083 7.179657 @ 5.4877 ft. 52.53313 26.26656 108.1074 14.35931 @ 0 ft. Redundant? Yes Dead Load Forces 55.2007 45.426 123.4537 442.9636 451.6518 1543.123 -4.74964 Snow Load Forces, 393.607 323.91 880.2832 3158.539 3220.49 11003.19 -33.8672 Wind Load Forces\ -166.89 -137.3 -373.23 -1339.19 -1365.45 -4665.23 14.35931 Load Duration Factor= 1.15 Shear, 1.15 Moment 448.808 369.33 1003.737 3601.503 3672.142 12546.32 -38.6168 Distributed Loads: Vary from: 67.943 pif at 0 feet to 67.943 pif at 10.975 and from 67.943 pif at 0 feet to 67.943 pif at 10.975 feet Minimum Depth= 5.5 inches, Weight=2.406 pif, Maximum Shear, V= 345.228 lbs., Maximum Moment, M = 1003.737 ft-lbs sillassidJanson BreezewayDate: 8/16/2004 `,or `"• t By: Brett Danielson Esugli CCriaq, laic. 1212 North University Page: 4 of 17 Taplo Ottloe Center,Green Flag Building South104 aCell Suite Spokane,WA 99202 (091532-1532 Volos.Fax and Project No.: 2004198 - Framing Design Use 2 a 6 Number 2 Douglas Fir-Larch Rafters at 20"on center:O.K. Quantity= 1.2 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1.15 A= b(d) = 9.9 in.2 ; S =(b)d2/6 = 9.075 in.3; I= (b)d3/12 = 24.95625 in.4 CF= 1.3 fv= 1.5R /A= 52.307 psi, fB= M/S = 1327.255426 psi,ATOTAL= 0.543in. < L/120, AuvE= 0.476in. < L/180 FB= 875 psi ®- FB=FB(CF)CR(CD)CFU= 1504.3 psi, E= 1,600,000 psi Fv= 95 psi Fv' = FV(CD)CH = 109.25 psi Left Cantilever: Aram,= 0.166in. < L/60 (up) ALIVE= 0.145in. >L/90 (up) Use 2 x 6 Number 1 Douglas Fir-Larch Rafters at 24"on center:O.K. Quantity= 1 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1.15 A= b(d) = 8.25 in.2 ; S = (b)d2/6= 7.5625 in.3; I= (b)d3/12 = 20.79688 in.4 CF= 1.3 fv= 1.5R /A= 62.769 psi,fB= M/S = 1592.706511 psi, ATCYrAL= 0.613in. < L/120, ALWE s 0.538in. < L/180 FB= 1000 psi FB=FB(CF)CR(CD)CFU= 1719.3 psi, E= 1,700,000 psi Fv= 95 psi 4" Fv'= FV(CD)CH = 109.25 psi Left Cantilever: Nova= 0.187in. < L/60 (up) ALIVE= 0.164in. > L/90 (up) Use 9 1/2"TJI 110 Rafters at 24"on center:O.K. . Quantity= 1 Series: 110 TJI , b= 1.75 inches, ( 9.5 inches, Weight= 2.3 plf MALLOWARLE= 2380 x 1.15 =2737 ft-lbs, VALLOWABLE= 1220 x 1.15 = 1403 lbs, EI= 140,000,000 in2lbs ArarAL= 0.15486 in. < L/ 120 ALIVE= 0.1358 in. < L/ 180 Left Cantilever: Aram= 0.047in. < L/60 (up) ALIVE = 0.041in. < L/90 (up) Use 9 1/2"BCI 400 Rafters at 24"on center:O.K. Quantity= 1 Series: 400 BCI , b= 1.5 inches, ( 9.5 inches, Weight= 1.8 plf MALLOWABLE= 2158 x 1.15 =2481.7 ft-lbs, VALLOWABLE= 1375 x 1.15 = 1581.25 lbs, EI = 145,000,000 in2lbs ApcyrAL= 0.14952 in. < L/ 120 ALIVE= 0.1311 in.. < L/ 180 Left Cantilever: ANAL= 0.046in. c L/60 (up) ALIVE= 0.04in. < L/90 (up) Long Edge Beam: Span= 19' - 8 1/2" = 19.71 ft. Tributary Width: Start= 0' - 0" = 0 ft. End= 0' -0" = 0 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Start Location End Location Load Type (lbs./ft) (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 16.4063 19.708333 ft. J 16.40625 161.67 J 161.671 796.5612 10 9.8542 ft. 5232.964 1 5232.964_32229.06 J 763.7487 @ 7.8542 ft. IWanil Janson Breezeway Date: 8/16/2004 `ortih�West By: Brett Danielson IB.glksecri i ss, roc. 1212 North University Page: 5 of 17 Tap104'o Office SouttCenter, e South Freya Street,Suite1�10-F,Spokane,WA 99202rami (5091 532.1532 Voice.Fax and Cell Project No.: 2004198 n9 Design Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start _of Moment Moment Moment (ft-lbs.) start Dead 1.854167 ft. 55 3.8541667 ft. 55 94.7403 16.044 158.0981 @ 9.8542 ft. 1600.408 1008.812 7382.328 1 190.1857 @ 7.8542 ft. Dead 5.854167 ft. 55 7.8541667 ft. 55 72.2556 38.529 379.6663 @ 9.8542 ft. 2651.645 2173.257 15271.08 , 456.7233 @ 7.8542 ft. Dead 9.854167 ft. 55 11.854167 ft. 55 49.7709 61.013 490,4504 @ 9.8542 ft. 2546.793 2721.246 17159.02 390.9087 @ 7.8542 ft. Dead 13.85417 ft. 55 15.854167 ft. 55 27.2861 83.498 268.8822 @ 9.8542 ft. 1645.607 2293.023 11864.47 214.3099 @ 7.8542 ft. Dead 17.85417 ft. 55 19.708333 ft. 0 5.2113 50.181. 51.35304 @ 9.8542 ft. 334.375 582.4909 2463.884. 40.93044 @ 7.8542 ft. Snow 1.854167 ft. 395 3.8541667 ft. 395 675.543 114.4 1127.314 @ 9.8542 ft. 11411.66 7193.307 52639.48 1356.114 @ 7.8542 ft. Snow 5.854167 ft. 395 7.8541667 ft. 395 515.216 274.73 2707.2 @ 9.8542 ft. 18907.48 15496.35 108890 , 3256.653 @ 7.8542 ft. Snow 9.854167 ft. 395 11.854167 ft. 395 354.89 435.05 3497.143 @ 9.8542 ft. 18159.84 19403.76 122351.9 2787.363 @ 7.8542 ft. Snow 13.85417 ft. 395 15.864167 ft. 395 194.563 595.38 1917.257 @ 9.8542 ft. 11733.95 16350.33 84599.25 1528.131 @ 7.8542 ft. Snow 17.85417 ft. 395 19.708333 ft. 0 37.159 357.81 366.1714 @ 9.8542 ft. 2384.251 4153.435 17568.65 291.8533 @ 7.8542 ft. Wind 1.854167 ft. -167 3.8541667 ft. -167 -286.42 -48.5 -477.969 @ 9.8542 ft. -4838.42 -3049.88 -22318.6 -574.977 @ 7.8542 ft. Wind 5.854167 ft. -167 7.8541667 ft. -167 -218.45 -116.5 1147.82 @ 9.8542 ft. -8016.56 -6570.28 -46168.2 -1380.78 @ 7.8542 ft. Wind 9.854167 ft. -167 11.854167 ft. -167 -150.47 -184.5 -1482.75 @ 9.8542 ft. -7699.57 -8226.98 -51875.9 -1181.81 @ 7.8542 ft. Wind 13.85417 ft. -167 15.854167 ft. -167 -82.493 -252.4 -812.896 @ 9.8542 ft. -4975.07 -6932.36 -35869.1 -647.911 @ 7.8542 ft. Wind 17.85417 ft. -167 19.708333 ft. 0 -15.755 -151.7 -155.253 @ 9.8542 ft. -1010.9 -1761.01 -7448.91 -123.743 @ 7.8542 ft. Redundant? No Dead Load Forces: 410.934 410.93 2145.011 14011.79 14011.79 86369.85 2056.807 Snow Load Forces` 1777.37 1777.4 9615.086 62597.19 62597.19 386049.3 9220.114 Wind Load Forces\ -753.59 -753.6 -4076.69 -26540.5 -26540.5 -163681 -3909.23 Load Duration Factor= 1.15 Shear, 1.15 Moment 2188.31 2188.3 11760.1 76608.98 76608,98 472419.2 11276.92 Distributed Loads: Vary from: 16.406 plf at 0 feet to 16.406 plf at 19.708 and from 16.406 plf at 0 feet to 16.406 plf at 19.708 feet Minimum Depth= 10.5 inches,Weight= 16.406 plf, Maximum Shear, V=2173.95 lbs., Maximum Moment, M = 11760 ft-lbs Use 6 x 12 Number 1 Douglas Fir-Larch Timbers Beam:O.K. Quantity= 1 , b= 5.5 inches, d= 11.25 inches, CFU= 1 CR= 1 A= b(d) = 61.875 in.2 ; S = (b)d2/6 = 116.016 in.3; I= (b)d3/12 = 652.5879 in.4 CF= 1 fV= 1.5RmAx/A= 52.702 psi, f3=M/S = 1216.397917 psi,ATdrAL= 0.782in. < L/120, ALIVE= 0.639in. < L/180 FH= 1350 psi 4- F3' = FB(CF)CR(CD)CFU= 1552.5 psi, E= 1,600,000 psi FV= 85 psi FV = FV(CD)CH = 97.75 psi Use 4-2 x 12 Number 1 Douglas Fir-Larch Beam:O.K. Quantity= 4 , b= 1.5 inches, d= 11.25 inches, CFU= 1 CR= 1 A= b(d) = 67.5 in.2 ; S = (b)d2/6 = 126.563 in.3; I= (b)d3/12 = 711.9141 in.4 CF= 1 fV= 1.5R /A= 48.31 psi, f3= M/S = 1115.031424 psi, ArarAL= 0.675in. < L/120, ALIVE= 0.551 in. c L/180 F3= 1000 psi ®' F3' = FB(CF)CR(CD)CFU= 1150 psi, E= 1,700,000 psi FV= 95 psi '2"' Fv' =FV(CD)CH= 109.25 psi allansl! Date: 8 16 lurf`�vtr Janson Breezeway / /2004 `Bonsieriabe Inc. 1212 Brett Danielson 1212 Morth University Page: 6 of 17 Taplo Office Center,Green Flap Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 (5091 53 -153 Voice.Fax and Cell Pr. ect No.: 2004198 Framing Design Use 3 1/2"x 11 1/4" 1.3E Timberstrand®LSL:O.K. Quantity= 1 , b= 3.5 inches, d= 11.25 inches, Cv= (12/d)°'O92 = 1 A= b(d) = 39.375 in.2 ; S = (b)d2/6 = 73.8281 in.3; I = (b)d3/12 = 415.2832 in.4 fv= 1.5(R -wd)/A= 82.817 psi, fB=M/S = 1911.48 psi Deflection Warning ATOTAL= 1.51211 in. < L/ 120 ALIVE= 1.2357 in. < L/ 180 FB = 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fell = 1400 psi FPERP= 650 psi Fv= 285 x 1.15 = 327.75 psi Use 3 1/8"s 10 1/2"24F'-V3,DF/DF Qin-Lam:O.K. Quantity= 1 Cv= 0.96 (12/d)°'1(5.125/b)°'1(21/L)°'1<_1.0 = 1 Deflection Warning b= 3.125 inches, d= 10.5 inches,A=b(d) = 32.8125 in.2 ; S = (b)d2/6 = 57.42188 in.3 I = (b)d3/12 = 301.46 in.4 fv= 1.5(RMAx-cod)/A= 99.38057583 psi, fB=M/S = 2457.62 psi ALIVE= 1.22936 in. < L/ 180 (Camber= None ) F5= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Foll = 1600 psi FT= 1100 psi Fv= 165 x 1.15 = 189.75 psi Use 1 3/4"z 14" 1.9E Microllam®LVL:O.K. Quantity= 1 , b= 1.75 inches, d= 14 inches, Cv= (12/d)°'36= 0.98 A= b(d) - 24.5 in.2 ; S = (b)d2/6 = 57.16666667 in.3;I= (b)d3/12 = 400.1666667 in.4 fv= 1.5(R -cu(1)/A= 133.1 psi, fB=M/S = 2468.59 psi Deflection Warning dram',= 1.07368 in. < L/ 120 ALIVE= 0.8774 in. < L/ 180 F5= 2600 x 1.15 x 0.97925 = 2927.969 psi, E= 1,900,000 psi F011 = 2310 psi FPERP= 750 psi Fv= 285 x 1.15 = 327.75 psi Short Rafter Start Cantilever: Span= 1' -27/34" = 1.066 ft. Tributary Width: Start=2' - 0" = 2 ft. End=2' - 0" = 2 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Load TypeLocation 1 Location (p11) Lateral(plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (P� (P PPo (ft-lbs.) start Dead 0 ft. 0 8.25068 1.07 ft. 0 8.250676 0 8.7967 4.689461 @ 0 ft. 1.666608 1.332681 0.888454 4.689461 @ 0 ft. Snow 0 ft. 0 59.5862 1.07 ft. 0 59.58621 0 63.53 33.86719 @ 0 ft. 12.0362 9.624596 6.416398 33.86719 @ 0 ft. Wind 0 ft. 0 -25.6367 1.07 ft. 0 -25.6367 0 -27.33 -14.5712 @ 0 ft. -5.17852 -4.14094 -2.76062 -14.5712 @ 0 ft. Dead Load Forces 0 8.7967 4.689461 1.666608' 1.332681' 0.888454 4.689461 Snow LoadForces 0 63.53 33.86719 12.0362 9.624596 6.416398 33.86719 Wind Load Forces 0 -27.33 -14.5712 -5.17852 -4.14094 -2.76062 -14.5712 0 72.327 38.55665 13.70281 10.95728 7.304852 38.55665 Short Rafter: Span= 6' - 11 7/13" = 6.962 ft. Tributary Width: Start=2' - 0" = 2 ft. End=2' -0" = 2 ft. IulaanulDate: 8/16/2004 `\ortlnvat Janson Breezeway By: Brett Danielson 16ogi erinq, Inc. 1212 North University Page: 7 of 17 Taplo 104 South Center,ce F eyaStreet,Suit Flag Building Spokane,WA 99202 Framing (506)532-1532 Voice.Fak and Cell Project No.: 2004198 Design Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location lbs./ft End Location (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment YP (lbs./ft) (ft-lbs.) start Dead 0 ft. 8.25068 6.9615469 ft. 8.250676 28.7187 28.719 49.9817 @ 3.4808 ft. 115.9833 115.9833 252.3198 0 @ 0 ft. Snow 0 ft. 59.5862 6.9615469 ft. 59.58621 207.406 207.41 360.9668 @ 3.4808 ft. 837.6291 837.6291 1822.248 0 @ 0 ft. Wind 0 ft. -25.6367 6.9615469 ft. -25.6367 -89.235 -89.24 -155.304 @ 3.4808 ft. -360.386 -360.386 -784.013 0 @ 0 ft. Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Forces Shear at Start Start(ft-lbs) Shear at End End(ft-lbs) Reaction Reaction (ft-lbs.) start of Moment Moment Moment . (ft-lbs.) start Dead 8.796729209 -4.68946 0 0 - 9.47035 -0.674 -2.34473 @ 3.4808 ft. 40.882 5.44098 44.2041 -4.68946 @ 0 ft. Snow 63.52979209 -33.8672 0 0 68.3947 -4.865 -16.9336 @ 3.4808 ft. -78.5893 -39.2947 -102.582 -33.8672 @ 0 ft. Wind -27.3333806 14.5712 0 0 -29.426 2.0931 7.285595 @ 3.4808 ft. _33.81268 16.90634 44.13535 14.57119 @ 0 ft. Redundant? Yes Dead Load Forces 38.1891 28.045 47.63697 105.1014 110.5423 '238.1157 . -4.68946 Snow Load Forces. 275.801 202.54 344.0332 759.0398 798.3344 1719.666 -33.8672 Wind Load Forces: -118.66 -87.14 -148.019 -326.573 -343.479 -739.878 ' 14.57119 Load Duration Factor= 1.15 Shear,1.15 Moment 313.99 230.59 391.6702 864.1411 908.8768 1957.782 , -38.5566 Distributed Loads: Vary from: 67.837 plf at 0 feet to 67.837 plf at 6.962 and from 67.837 plf at 0 feet to 67.837 plf at 6.962 feet Minimum Depth= 5.5 inches,Weight=2.3 plf, Maximum Shear, V=210.571 lbs., Maximum Moment, M =391.67 ft-lbs Use 2 x 6 Number 2 Douglas Fir-Larch Rafters at 24"on center:O.K. Quantity= 1 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1.15 . A= b(d) = 8.25 in.2 ; S = (b)d2/6 = 7.5625 in.3; I = (b)d3/12 = 20.79688 in.4 CF= 1.3 fv= 1.5R /A= 38.286 psi, fB=M/S = 621.4931704 psi, ArarAL= 0.102in.< L/120, AL/vg= 0.089in. < L/180 FB= 875 psi' FB'=FB(CA CR(CD)CFU= 1504.3 psi, E= 1,600,000 psi Fv= 95 psi' Fv =FV(CD)CH =. 109.25 psi Left Cantilever: ATOTAL= 0.047in. < L/60 (up) ALIVE= 0.042in. < L/90 (up) Use 2 x 6 Number 1 Douglas Fir-Larch Rafters at 24" on center:O.K. Quantity= 1 , b= 1.5 inches, d= 5.5 inches, CFU = 1 CR= 1.15 A= b(d) = 8.25 in.2 ; S =(b)d2/6= 7.5625 in.3; I = (b)d3/12 = 20.79688 in.4 CF= 1.3 fv= 1.5R /A= 38.286 psi, fB=M/S= 621.4931704 psi, Aram= 0.096in. < L/120, ALIVE= 0.084in. < L/180 FB= 1000 psi ci' FB' = FB(CF)CR(CD)CFU= 1719.3 psi, E= 1,700,000 psi Fv= 95 psi ®' Fv = Fv(CD)CH= 109.25 psi Left Cantilever: uroTAL= 0.044in. < L/60 (up) ALIVE= 0.039in. < L/90 (up) Use 9 1/2"TJI 110 Rafters at 24"on center:O.K. Quantity= 1 Series: 110 TJI , b= 1.75 inches, t 9.5 inches, Weight= 2.3 plf MALLOWABLE= 2380 x 1.15 =2737 ft-lbs, VALLOWABLE= 1220 x 1.15 = 1403 lbs, EI = 140,000,000 in2lbs ATOTAL= 0.02416 in. < L/ 120 ALIVE= 0.0212 in. < L/ 180 Left Cantilever: Aram= 0.011 in. < L/60 (up) ALIVE= 0.01 in. < L/90 (up) \urti�vtt Janson Breezeway Date: 8/16/2004 By: Brett Danielson `I 1 2 mgIacC1 Inq, Mc. 1212 North University Page: 8 of 17 rape Office Center,Green Flap Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 (5091532-1532 Voice.Fax and Cell Project No.: 2004198 Framing Design Use 9 1/2" BCI 400 Rafters at 24"on center:O.K. Quantity= 1 Series: 400 BCI , b= 1.5 inches, I 9.5 inches, Weight= 1.8 plf MALwWABLE= 2158 x 1.15 =2481.7 ft-lbs, VALLOWABLE= 1375 x 1.15 = 1581.25 Ibs, EI= 145,000,000 in2lbs Aram,= 0.02333 in. < L/ 120 OL1vE= 0.0205 in. < L/ 180 Left Cantilever: Arm!,= 0.011 in. < L/60 (up) kuvE= 0,01 in. < L/90 (up) Ridge Beam: Span= 19' - 8 1/2" = 19.71 ft. Tributary Width: Start= 0' -0" = 0 ft. End= 0' -0" = 0 ft. Distributed Start Location Start Value End Location End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type (lbs./ft) (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment_ Moment Moment _ (ft-lbs.) start Dead 0 ft. 24.6094 19.708333 ft. 24.60938 242.505 242.5 1194.842 @ 9.8542 ft. 7849.447 7849.447 48343.6 1145.623 @ 7.8542 ft. Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start _ of Moment __ Moment Moment (ft-lbs.) start Dead 1.854167 ft. 14 3.8541667 ft. 74 126.097 21,354 210.4245 @ 9,8542 ft. 2130,101 1342.703 9825.684 253.1322 @ 7.8542 ft. Dead 5.854167 ft. 74 7.8541667 ft. 74 96.1703 51.28 505.3259 @ 9.8542 ft. 3529.27 2892.548 20325.4 607.8868 @ 7.8542 ft. Dead 9.854167 ft. 74 11.854167 ft. 74 66.2437 81.207 652.7766 @ 9.8542 ft. 3389.715 3621.906 22838.21 520.2892 @ 7.8542 ft. Dead 13.85417 ft. 74 15.854167 ft. 74 36.3171 111.13 357.8752 @ 9.8542 ft. 2190.259 3051.953 15791.29 285.2409 @ 7.8542 ft. Dead 17.85417 ft. 74 19.708333 ft. 0 6.93611 66.789 68.34955 @ 9,8542 ft. 445.0443 775.28 3279.364 54.47734 @ 7.8542 ft. Snow 1.854167 ft. 528 3.8541667 ft. 528 903.535 153.01 1507.776 @ 9.8542 ft. 15263.03 9621.003 70404.97 1813.794 @ 7.8542 ft. Snow 5.854167 ft. 528 7.8541667 ft. 528 689.099 367.44 3620.863 @ 9.8542 ft. 25288.64 20726.27 145639.7 4355.753 @ 7.8542 ft. ' Snow 9.854167 ft. 58 11.854167 ft. 528 474.663 581.88 4677.407 @ 9.8542 ft. 24288.67 25952.41 163644.9 3728,081 @ 7.8542 ft. Snow 13.85417 ft. 528 15.854167 ft. 528 260.227 796.32 2564.319 @ 9.8542 ft. 15694.09 21868.47 113151 2043.866 @ 7.8542 ft. Snow 17.85417 ft. 528 19,708333 ft. 0 49.7 478.57 489.752 @ 9.8542 ft. 3188.921 5555.193 23497.96 390.352 @ 7.8542 ft. Wind 1.854167 ft. -225 3.8541667 ft. -225 -385:26 -65.24 -642.909 @ 9.8542 ft. -6508.09 -4102.36 -30020.4 -773.394 @ 7.8542 ft. Wind 5.854167 ft. -225 7.8541667 ft. -225 -293.83 -156.7 -1543.92 @ 9.8542 ft. -10783 -8837.6 -62100.2 -1857.28 @ 7.8542 ft. Wind 9.854167 ft. -225 11.854167 ft. -225 -202.39 -248.1 -1994.43 @ 9.8542 ft. -10356.6 -11066 -69777.5 -1589.64 @ 7.8542 ft. Wind 13.85417 ft. -225 15.854167 ft. -225 -110.96 -339.5 -1093,42 @ 9.8542 ft. -6691.9 -9324.62 -48247.1 -871.496 @ 7.8542 ft. Wind 17.85417 ft. -225 19.708333 ft. 0 -21.192 -204.1 -208.828 @ 9.8542 ft. -1359.74 -2368.71 -10019.4 -166.444 @ 7.8542 ft. Redundant? No Dead Load Forces 574.269 574.27 2989 593 19533.84 19533.84 120403.6 2866.649 Snow Load Forces. 2377.22 2377.2 12860.12 83723.34 83723.34 516338.5 12331.85 Wind Load Forces. -1013.6 -1014 -5483.5 -35699.3 -35699.3 -220165 -5258.25 Load Duration Factor= 1.15 Shear, 1.15 Moment 2951.49 2951.5 15849.71 103257.2' 103257.2 636742.1 15198.49 Distributed Loads: Vary from: 24.609 plf at 0 feet to 24.609 plf at 19.708 and from 24.609 plf at 0 feet to 24.609 plf at 19.708 feet Minimum Depth= 11.25 inches,Weight=24.609 plf, Maximum Shear, V=2928.421 lbs., Maximum Moment, M = 15850 ft-lbs Use 6-2 x 12 Number 2 Douglas Fir-Larch Beam:O.K. Quantity= 6 , b= 1.5 inches, d- 11,25 inches, CFU= 1 CR= 1 A= b(d) = 101.25 in.2 ; S = (b)d2/6 = 189.844 in.3; I = (b)d3/12 = 1067.871 in.4 CF= 1 fv-= 1.5R /A 43.384 psi, fB= M/S = 1001.858243 psi,Aramis,= 0.644in. < L/120, AWVE= 0.522in. < L/180 F8= 875 psi E' FB = FB(CF)CR(CD)CFU= 1006.3 psi, E= 1,600,000 psi Fv= 95 psi'lr FV = Fv(CD)CH = 109.25 psi niandDate: 8/16/2004 `''�artInvtttt Janson Breezeway By: Brett Danielson i$ngincering, Inc. 1212 North University Page: 9 of 17 TapBuildin 104Io Office South Freya tStreet,Suiteer,Green Fl110-Fag ,Spokane,WA 99202 'p71t11 Design Voice.Fax and Cell Project No.: 2004198 Use 6 x 14 Number 1 Douglas Fir-Larch Timbers Beam:O.K. Quantity= 1 , b= 5.5 inches, d= 13.25 inches, CFU= 1 CR= 1 A= b(d) = 72.875 in.2 ; S = (b)d2/6= 160.932 in.3; I = (b)d3/12 = 1066.176 in.4 CF= 0.9 fV= 1.5R /A= 60.276 psi, f5=M/S = 1181.841903 psi, Aram',= 0.645in. < L/120, ALIVE= 0.523in. < L/180 FB = 1350 psi FB =FB(CF)CR(CD)CFU= 1397.3 psi, E= 1,600,000 psi FV= 85 psi Llr Fv' = FV(CD)CH = 97.75 psi Use 3 1/2"x 14" 1.3E Timberstrand®LSL:O.K. Quantity= 1 , b= 3.5 inches, d= 14 inches, CV= (12/d)°'092 = 0.99 A= b(d) = 49 in.2 ; S = (b)d2/6= 114.333 in.3; I = (b)d3/12 = 800.3333 in.4 fV= 1.5(R -wd)/A= 89.646 psi, fB= M/S = 1663.53 psi Deflection Warning ATOTAL= 1.05753 in. < L/ 120 ALIVE= 0.8576 in. < L/ 180 F8= 1700 x 1.15 x 0.98592 = 1927.47 psi, E= 1,300,000 psi F011 = 1400 psi FPERP= 650 psi FV= 285 x 1.15 = 327.75 psi Use 3 1/8'.'x 12"24F-V3,DF/DF Glu-Lam:O.K. Quantity= 1 CV= 0.96 (12/d)°1(5.125/b)°'1(21/L)°'151.0 = 1 Deflection Warning b= 3.125 inches, d= 12 inches,A= b(d) = 37.5 in.2 ; S = (b)d2/6= 75 in.3 I = (b)d3/12 = 450 in.4 fV= 1.5(RI,rAX-wd)/A= 117.1368352 psi, fB= M/S = 2535.954 psi ALIVE= 1.10152 in. < L/ 180 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fc 11 = 1600 psi FT= 1100 psi FV= 165 x 1.15 = 189.75 psi Use 2- 1 3/4"x 11 1/4" 1.9E Microllam®LVL:O.K. Quantity= 2 , b= 1.75 inches, d= 11.25 inches, CV=(12/d)°'136 = 1 A= b(d) = 39.375 in.2 ; S = (b)d2/6 = 73.828125 in.3; I= (b)d3/12 = 415.2832031 in.4 fV= 1.5(RI„IA<-wd)/A= 111.56 psi, fB=M/S = 2576.21 psi Deflection Warning ATOTAL= 1.39447 in. < L/ 120 ALIVE= 1.1308 in. < L/ 180 FB= 2600 x 1.15 x 1 = 2990 psi, E= 1,900,000 psi F011 = 2310 psi FPERP= 750 psi FV= 285 x 1.15 = 327.75 psi Short Edge Beam: Span= 6' - 8 1/2" = 6.708 ft. Tributary Width: Start= 0' - 0" = 0 ft. End=0' - 0" = 0 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Start Location End Location Load Type (lbs./ft) (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 5.85938 6.7083333 ft. 5.859375 I 19.6533 19.653 32.96026 @ 3.3542 ft. 73.70279 73.70279 154.5072 132.22783 @ 3.8542 ft. Yiauudi Date: 8 16 \arti��vsesttr Janson Breezeway 2004 / / `iBnyinl�.'rirfl. Inc. By: Brett Danielson Tank,Office Cantor,Green Flag Building104 1212 North University Page: 10 of 17 (S 95532 1 outh r32 Volce.eya StreetFaSuitte 10-F,Spokane,WA 99202 Pr• ect No.: 2004198 Framing Design Cell Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start , Dead 1.854167 ft. 38 3.8541667 ft. 38 44.034 32.609 90.2151 @ 3.3542 ft. 199.2327 183.9985 412.8724 93.07136 @ 3.8542 ft. Dead 5.854167 ft. 38 6.7083333 ft. 0 4.87944 33.442 16.36646 @ 3.3542 ft. 36.00387 59.80809 90.0747 18.80618 @ 3.8542 ft. Snow 1.854167 ft. 277 3.8541667 ft. 277 318.012 235.5 651,5315 @ 3.3542 ft. 1438.854 1328.833 2981.756 672.1594 @ 3.8542.ft. Snow 5.854167 ft. 277 6.7083333 ft. 0 35.2392 241.52 118.1982 @ 3.3542 ft. 260.0192 431.9327 650.5176 135.8178 @ 3.8542 ft. Wind 1.854167 ft. -119 3.8541667 ft. -119 -136.82 -101.3 -280.318 @ 3.3542 ft. -619.06 -571.724 -1282.89 -289.193 @ 3.8542 ft. Wind 5.854167 ft. -119 6.7083333 ft. 0 -.15.161 -103.9_ -50.8542 @ 3.3542 ft. -111.872 -185.837 -279.882 ` -58.4349 @ 3.8542 ft. Redundant? No Dead Load Forces 68.5667 85.704 139.5418 308.9394 317.5094 657.4543 144.1054 Snow Load Forces 353.252 477.02 769.72971698.874 1760.766 3632.274 807.9772 Wind Load Forces -730.932 -757.561 -1562.77 -347.628 Load Duration Factor= 1.15 Shear, 1.15 Moment 421.818 562.72 909.2715 2007.813 2078.275 4289.728 952.0825 Distributed Loads: Vary from: 5.859 plf at 0 feet to 5.859 plf at 6.708 and from 5.859 plf at 0 feet to 5.859 plf at 6.708 feet Minimum Depth= 5.5 inches,Weight=5.859 plf, Maximum Shear, V= 560.037 lbs., Maximum Moment, M =952.083 ft-lbs Use 2 x 8 Number 2 Douglas Fh-Larch Beam:O.K. Quantity= 1 , b= 1.5 inches, d= 7.25 inches, CFU= 1 CR= 1 A= b(d) = 10.875 in.2 ; S = (b)d2/6 = 13.1406 in.3; I = (b)d3/12 = 47.63477 in.4 CF= 1.2 fV= 1.5R /A= 77.247 psi,1B= M/S = 869.4404135 psi, ANAL= 0.097in. < L/120, Duvg= 0.082in. < L/180 FB= 875 psi FB=FB(CF)CR(CD)CFU= 1207.5 psi, E= 1,600,000 psi Fv= 95 psi a" Fv = FV(CD)CH = 109.25 psi Use 2-2.x 6 Number 1 Douglas.Fir-Larch Beam:O.K. Quantity= 2 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1 A= b(d) = 16.5 in.2 ; S = (b)d2/6= 15.125 in.3; I= (b)d3/12 = 41.59375 in.4 CF= 1.3 fV= 1.5R /A= 50.912 psi,fB= M/S = 755.3712683 psi,ATOTAL= 0.105in. < L/120, Auvg= 0.089in. < L/180 t FB= 1000 psi 3' FB=FB(CF)CR(CD)CFD= 1495 psi, E= 1,700,000 psi FV= 95 psi Fv = FV(CD)CH = 109.25 psi Use 1 1/4"x 5 1/2" 1.3E Tlmberstrand®LSL:O.K. Quantity- 1 , b= 1.25 inches, d- 5.5 inches, Cv= (12/d)°'092 = 1 A= b(d) = 6.875 in.2 ; S =(b)d2/6 = 6.30208 in.3; I = (b)d3/12 = 17.33073 in.4 fy= 1.5(RMAx-aid)/A= 122.19 psi, f0..M/S = 1812.89 psi TOTAL= 0.32901 in. < L/ 120 LLIVg= 0.2786 in. < L/ 180 ' FB= 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fc11 = 1400 psi FpgRp= 650 psi FV= 285 x 1.15 = 327.75 psi IMaud Date: 8/16/2004 ��\,, :rstrws tr Janson Breezeway By: Brett Danielson \�B.gI.ecriuq, Inc. 1212 North University Page: 11 of 17 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2004198 Framing Design (5091 532-1532 Voice.Fax and Cell Use 3 1/8" x 6" 24F-V3,DF/DF Gln-Lam:O.K. Quantity= 1 CV= 0.96 (12/d)°'1(5.125/b)°'1(21/L)°'151.0= 1 b= 3.125 inches, d= 6 inches,A= b(d) = 18.75 in.2 ; S = (b)d2/6 = 18.75 in.3 I = (b)d3/12 = 56.25 in.4 fV= 1.5(R -wd)/A= 44.80298935 psi, fB= M/S = 609.3328 psi ALIVE = 0.06199 in. < L/ 180 (Camber= None ) Fa= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fc11 = 1600 psi FT= 1100 psi FV= 165 x 1.15 = 189.75 psi Use 1 3/4"x 7 1/4" 1.9E Microllam®LVL:O.K. Quantity= 1 , b= 1.75 inches, d= 7.25 inches, CV= (12/d)°'136= 1 A= b(d) = 12.6875 in.2 ; S = (b)d2/6= 15.33072917 in.3;I= (b)d3/12 = 55.57389323 in.4 fV= 1.5(R -cod)/A= 66.211 psi, fB= M/S = 745.235 psi Arum,= 0.0702 in. < L/ 120 1\LIVE= 0.0594 in. < L/ 180 FB= 2600 x 1.15 x 1 = 2990 psi, E= 1,900,000 psi Fell = 2310 psi FPERP= 750 psi FV= 285 x 1.15 = 327.75 psi Center Edge Beam: Span= 13' - 0" = 13 ft. Tributary Width: Start=0' - 0" = 0 ft. End= 0'- 0" = 0 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs./ft) End Location (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment _ Moment (ft-lbs.) start Dead 0 ft. 7.32422 13 ft. 7.324219 47.6074 47.607 154.7241 @ 6.5 ft. 670.4712 670.4712 2723.789 153.8086 @ 7 ft. Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 1 ft. 38 3 ft. 38 64.8517 11.791 76.64292 @ 6.5 ft. 486.3877 318.3629 1529.665 70.74731 @ 7 ft. Dead 5 ft. 38 7 ft. 38 41.2693 35.374 210.768 @ 6.5 ft. 804.7506 766.4292 3363.506 212.2419 @ 7 ft. Dead 9 ft. 38 11 ft. 38 17.6868 58,956 114.9644 @ 6.5 ft. 462.8053 648.517 2198.694 123.8078 @ 7 ft. Snow 1 ft. 277 3 ft. 277 468.358 85.156 553.5135 @ 6.5 ft. 3512.682 2299.21 11047.21 510.9356 @ 7 ft. Snow 5 ft. 277 7 ft. 277 298.046 255.47 1522.162 @ 6.5 ft. 5811.892 5535.135 24291.17 1532.807 @ 7 ft. Snow 9 ft. 277 11 ft. 277 127.734 425.78 830.2703 @ 6.5 ft. 3342.37 4683.576 15878.92 894.1372 @ 7 ft. . Wind 1 ft. -119 3 ft. -119 -201.51 -36.64 -238.146 @ 6.5 ft. -1511.31 -989.224 -4753.01 -219.828 @ 7 ft. Wind 5 ft. -119 7 ft. -119 -128.23 -109.9 -654.903 @ 6.5 ft. -2500.54 -2381.46 -10451.2 -659.483 @ 7 ft. Wind 9 ft. -119 11 ft. -119 -54.957 -183.2 -357.22 @ 6.5 ft. -1438.04_ -2015.09 -6831.83 -384.698 @ 7 ft. Redundant? No Dead Load Forces. 171.415 153.73 557.0994 2424.415 2403.78 9815.654 560.6056 Snow Load Forces 894.137 766.4 2905.946 12666.94 12517.92 51217.3 2937.879 Wind Load Forces -384.7 -329.7 -1250.27 -5449.89 -5385.77 -22036 -1264.01 Load Duration Factor= 1.15 Shear, 1.15 Moment 1065.55 920.13 3463.045 15091.36 14921.7 61032.95 3498.485 Distributed Loads: Vary from: 7.324 plf at 0 feet to 7.324 plf at 13 and from 7.324 plf at 0 feet to 7.324 plf at 13 feet Minimum Depth=7.25 inches,Weight= 7.324 plf, Maximum Shear, V= 1061.127 lbs., Maximum Moment, M = 3498.485 ft-lbs rrendDate: 8/16/2004 wlrgi�l►v1l!!tt Janson Breezeway By: Brett Danielson B.AI.Ccriog. Inc. 1212 North University Page: 12 of 17 Tapia Office Center,Green Flag Building 104 outh Freya Street,Sults(509)532-1532 Voice.Fax and Ce�F,Spokane,WA 99202 Project No.: 2004198 Framing Design Use 2-2 x 10 Number 2 Douglas Fir-Larch Beam:O.K. Quantity= 2 , b= 1.5 inches, d= 9.25 inches, CFU = 1 CR= 1 A= b(d) = 27.75 in.2 ; S = (b)d2/6 = 42.7813 in.3; I = (b)d3/12 = 197.8633 in.4 CF= 1.1 fV= 1.5R /A= 57.358 psi, fB= M/S = 981.3135498 psi, ATOTAL= 0.333in. < L/120, AtrvE= 0.28in. < L/180 F3 = 875 psi F$ =FB(CF)CR(CD)CFT= 1106.9 psi, E= 1,600,000 psi Fv= 95 psi 6' Fv' = FV(CD)CH = 109.25 psi Use 4 x 8 Number 1 Douglas Fir-Larch Beam:O.K. Quantity= 1 , b= 3.5 inches,d= 7.25 inches, CFU= 1 CR= 1 A= b(d) = 25.375 in.2 ; S = (b)d2/6 = 30.6615 in.3; I = (b)d3/12 = 111.1478 in.4 CF= 1.3 fv= 1.5R /A= 62.727 psi, fB= M/S = 1369.204943 psi, ATOTAL= 0.558in. < L/120, ALIVE= 0.468in. < L/180 F3= 1000 psi FB' =FB(CF)CR(CD)CFU= 1495 psi, E= 1,700,000 psi Fv= 95 psi or Fv' = FV(CD)CH = 109.25 psi Use 1 1/4"x 11 1/4" 1.3E Tlmberstrand®LSL:O.K. Quantity= 1 , b= 1.25 inches, d= 11.25 inches, Cv_ (12/(1)°'092= 1 A= b(d) = 14.0625 in.2 ; S = (b)d2/6= 26.3672 in.3; I= (b)d3/12 = 148.3154 in.4 fv= 1.5(RIx-nod)/A= 113.19 psi, fB =M/S = 1592.2 psi ATOTAL= 0.54699 in. < L/ 120 ALIVE= 0.459 in. < L/ 180 FB= 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fcti = 1400 psi FPERP= 650 psi Fv= 285 x 1.15 = 327.75 psi Use 3 1/8"x 7 1/2"24F-V3,DF/DF Glu-Lam:O.K. Quantity= 1 Cv= 0.96 (12/d)°'1(5.125/b)°'1(21/L)°'151.0= 1 b= 3.125 inches, d= 7.5 inches,A=b(d) = 23.4375 in.2 ; S = (b)d2/6= 29.29688 in.3 I = (b)d3/12 = 109.86 in.4 fv= 1.5(RmAX-wd)/A= 67.91215193 psi, fB= M/S = 1432.979 psi ALIVE= 0.44754 in. < L/ 180 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fcit = 1600 psi FT= 1100 psi Fv= 165 x 1.15 = 189.75 psi Use 1 3/4"x 7 1/4" 1.9E Microllam®LVL:O.K. Quantity= 1 , b= 1.75 inches, d= 7.25 inches, Cv_ (12/d)°"36= 1 A= b(d) = 12.6875 in.2 ; S = (b)d2/6 a 15.33072917 in.3; I = (b)d3/12 = 55.57389323 in.4 fv= 1.5(RmAx-wd)/A= 125.45 psi, fB =M/S = 2738.41 psi ATOTAL= 0.99881 in. < L/ 120 ALIVE= 0.8382 in. < L/ 180 F3= 2600 x 1.15 x 1 = 2990 psi, E= 1,900,000 psi Fci i = 2310 psi FPERP= 750 psi Fv= 285 x 1.15 = 327.75 psi Typical Column: Span= 9' - 11" = 9.917 ft. Tributary Width: Start= 0' -3 1/2" = 0.2917 ft. End=0' - 3 1/2" = 0.2917 ft. 'rd Janson Breezeway Date: 8/16/2004 .rik vest By: Brett Danielson B.Ai.ccriuq. ■aic. 1212 North University Page: 13 of 17 Tapia Office Center,Green Flay Building Design South Freya Street,Suite 110-F,Spokane,WA 99202 (50 Project No.: 2004198 (509)532-1532 Voice.Fax and Cell Distributed Start Axial Lateral End Axial Lateral Start End Moment Start Shear End Shear of Moment of Moment Distance from Load TypeLocation 1 lbs./ft Location 1 (lbs./ft) Reaction Reaction End Axial ft-lbs. @ of Moment Moment Moment (P ( ) (plf) (ft-lbs.) (ft-lbs.) start Dead 0 ft. 6.5 0 9.92 ft. 6.55 0 0 0 64.91543 0 4.96 0 0 0 0 @ 4.9583 ft. Wind 0 ft. 0 4.1125 9.92 ft. 0 4.1125 20.3911 20.391 0 50.553 4.96 167.1059 167.1059 517.8543 50.55305 @ 4.9583 ft. • _ Point Load Lateral Load Lateral Axial Load Axial Load Start End Moment Start Shear End Shear of Moment of Moment Distance from Type Location Load(lbs.) Location (lbs.) Reaction Reaction End Axial ft-lbs. @ of Moment Moment Moment _ yp (ft-lbs.) (ft-lbs.) start Dead 0 ft. 0 0 ft. 574 0 0 574 0 4.96 0 0 0 0 @ 4.9583 ft. Snow 0 ft. 0 0 ft. 2377 0 0 2377 0 4.96 0 0 0 0 @ 4.9583 ft. Wind 0 ft. 0 0 ft. -1014 0 0 -1014 0 4.96 0 0 0 0 @ 4.9583 ft. Redundant? No ' Dead Load Forces 0 0 639.1844 0 0 0 0 0 Snow Load Forces 0 0 2377.223 0 0 0 0 0 Wind Load Forces 20.3911 20.391 -1013.64 50.553 167.1059 167.1059 517.8543 50.55305 Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment 20.3911 20.391 3016.408 50.553 167.1059 167.1059 . 517.8543 50.55305 Distributed Loads: Vary from: 4.113 plf at 0 feet to 4.113 plf at 9.917 and from 4.113 plf at 0 feet to 4.113 plf at 9.917 feet Minimum Depth= 3.125 inches,Weight=6.546 plf,Maximum Shear, V= 19.32 lbs., Maximum Moment, M=50.553 ft-lbs Transverse Support Spacing= 9' - 11" = 9.9167 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1 Use 4 s 4 Number 2 Douglas Fir-Larch Beam:O.K. Quantity= 1 , b= 3.5 inches, d= 3.5 inches, CR= 1 CF= 1.5 CFU1 = 1 CFD2= 1 A=b(d) = 12.25 in.2 ; S = (b)d2/6 = 7.14583 in.3;I1 = (b)d3/12 = 12.50521 in.4; S2 = 7.145833 in.3; I2 = 12.50521 in.4 fv= 1.5R1 /A= 2.3657 psi, fB1 = M/S = / 84.89375 psi, 'TOTAL= 0.045in. < L/120, ATE= 0.045in. < L/180 FB= 875 psi FBI' =FB(CF)CR(CD)CFU1 = 1750 psi, FB2 =FB(CF)CR(CD)CFU2= 1750 psi c' = 0.8 Fv= 95 psi 4- Fv' =Fv(CD)CH = 126.667 psi, E= 1,600,000 psi, F011 = 1300 psi LU1/d= 34 Lug/d= 34 Kosr = 0.3 1./ K,E2 = 0,3 F0 = 415.22 psi, Fon= 415.2249 psi F0 = Fc(CF)CD[(1+(FoErrin/(Fc(CF)CD))/2c')-((1+(F0Emin/(FO(CF)CD))/2c')2-(FcErnin/(Fc(CF)CD))Ic')1/2) = 398.0448 psi, fc= 246.2374 psi Rbi = 7.9 KbEl = 0.438 FbEl = 11202.05 psi, Fc= 400.63 psi, [fc/Fc')2+fal/(FB1'(1-(fc/FcEI)))+fs2/(Fa2(1-(fc/FcE2)-(fBl/FbE1)) = 0.46513522 Use 3 1/8"x 3 1/8" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 0.96 (12/d)°''(5.125/b)°'1(21/L)°'151.0 = 1 c' = 0.9 b= 3.125 inches, d= 3.125 inches,A= b(d) = 9.765625 in.2 ; S1 = (b)d2/6= 5.086263 in.3 Il = (b)d3/12 = 7.9473 in4; S2 = (d)b2/6 = 5.08626 in3; I2= (d)b3/12 = 7.9473 in.4 fv= 1.5(Ri„iAit-wd)/A= 2.9676 psi, fBl =M/S = 119.27 psi, fB2 = M/S = 0 psi ALIVE= 0.06255 in. < L/ 180 (Camber= None ) FB1 = 2400 x 1.3333 x 1 = 3200 psi, E= 1,800,000 psi F011 = 1600 psi, FT= 1150 psi, FV1 = 165 x 1.333333 = 220 psi FB2 = 1500 x 1.3333 x 1 = 2000 psi, FV2= 145 x 1.333333 = 193.3333 psi LUi/d= 38 Lug/d= 38.08 Kofi = 0.418 KcE2 = 0.418 FCEI = 518.87 psi, FoE2= 518.8656 psi Fc' = Fc(CD)I(1+(FcEmin/(Fc(CD)))/2c')-((1+(FcEmin/(Fc(CD)))/2c')2-(FcEmin/(Fc(CD)))/c,)1/2) = 500.1919 psi, fc= 308.8801 psi Rbi = 8.4 KbEI = 0.609 FbEi = 15644.98 psi, Fc= 503.32 psi, (fc/Fc'I2+fad(Fail 1-(fc/Fcal)))+fB2/(FB2'(1-(fc/FcE2)-(f81/FbEl)) = 0.44393938 Icloud Janson Breezeway Date: 8/16/2004 Mi\ort \��tYst By: Brett Danielson B.gincerIuN, Inc. 1212 North University Page: 14 of 17 Tapia Office Center,Green Flag Building 104 South Freya Street,Sults 110-F,Spokane,WA 99202 (5061 532-1532 Voice.Fax and Cali Project No.: 2004198 Framing Design Use 3 1/2"x 3 1/2" 1.8E Parallam®PSL:O.K. Quantity= 1 , b= 3.5 inches, d= 3.5 inches, Cv_ (12/d)°'111 = 1 CV2 = (12/b)o.111 = 1 A= b(d) = 12.25 in.2 ; S = (b)d2/6= 7.14583 in.3; I1 = (b)d3/12 = 12.50521 in.4; S2= (d)b2/6= 7.145833 in.3 I2 = (d)b3/12 = 12.505 in.4; = 1.5(RMAX-wd)/A= 2.3657 psi, fit = M/S = 84.8938 psi, fB2 =M/S = 0 psi ArOTAL= 0.03975 in. < L/ 120 ALIVE= 0.0398 in. < L/ 180 c' = 0.9 FB= 2400 x 1.3333 x 1 = 3200 psi, E= 1,800,000 psi, FB2= 3200 psi Fc11 = 2500 psi FpERp= 650 psi Fv= 290 x 1.33 = 386.6667 psi LU1/d= 34 Lug/d= 34 Kati = 0.418 KeE2 = 0.418 Font /_ 650.87 psi, F052= 650.8651 psi Fc =Fc(CD)I(l+(FCEmin/(Fc(CD)))/2c')-[(1+(F0Em;�r/(Fc(CD)))/2c')2-(FCEmin/(Fc(CD)))/c']1/2] - 632.9935 psi, fc= 246.2374 psi Rbl = 7.9 KbEI = 0.609 FbEI = 17522.38 psi, Fc= 635.88 psi, Ifc/Fc]2+fsl/(FBI'(1-(fc/FcEI)))+fH2/(FB2'(1-(fc/F0E2)-(fel/FbEI)) = 0.18699472 Use: TS3x3x3/16 O.K.:(S= 1.73 in',I= 2.6 ia4) Fy= 46 ksi; Compression flange braced at: 9.916666667 ft. > 1.4007 1/rT- 79.33333 ;Cb= 1 FBX= Fy(2/3-Fy(1/1T)'/1530x 103Cb) = 29.2831 ksi; f5X= 0.35032 ksi, Fey= 0.60 Fy= 36.8 ksi; fBy= 0 ksi A cn.AL= 0.01188 in. < L/ 120 ALIVE= 0.0119 in. < L/ 180 E= 29,000 ksi Cc= 112 (Klu/r)x= 102.41 (Klu/r)y= 101.931 cs' FA= [1-(Kl/r)2/2Cc2]Fy/I5/3+3K1/r/8Cc-(KI/r)3/8Cc3] = 13.90434 ksi fA= 1.56798 ksi F'EX= 14.23848 ksi, F'5 = 14.373 ksi, Cmx= 1 , CI n= 1 fa/Fa+fbx/Fbx+fby/Fby= 0.124733 ■MdialMil Date: 8/16/2004 N•ti�i�Ly�r Janson Breezeway By: Brett Danielson ► Eagiusccriaq, Nue. 1212 North University Tapio Office Center,Green Flag Building `J Page: 15 of 17 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2004198 Lateral Forces (5091 532-1532 Voice.Fax and Cell Longitudinal Wind Direction: Location Overhangs End Profile Portion Length, ft. 1 22 Direction Tributary Height Tributary Height End Zone Roof 0 0 + 0 0 + 0 End Zone Wall 11.5 0.46 + 0.25 0.71 + 0 Interior Zone Roof 0 0 + 0 0 + 0 Interior Zone Wall 7.6 0.46 + 0.25 0.71 + 0 Total Wind Load= 8.16 , 5.395 8.16 , 5.395 Total Seismic Load= 10.70 plf 10.70 plf Wall Identification: Long Side Ridge Wind Reactions: 37.3216 lbs. 73.4769 lbs. Seismic Reactions: 52.7355 lbs. 105.93 lbs. Total Length: 1.16667 feet 0.58333 feet Sum of Openings: 0 feet 0 feet Net Length: 1.16667 feet 0.58333 feet Wind Shear: 31.99 plf 125.96 plf Seismic Shear: 45.20 plf 181.59 plf Sheathing Type: 3/8" Plywood or 3/8" Plywood or OSB OSB Panel Edge Nailing: 8d Common @ 6" 8d Common @ 6" o.c. o.c. Overall Height: 9 feet 9.75 feet Portion Length: 0.29167 feet 0.29167 feet Portion Height: 9 feet 9.75 feet Portion Overturning: 85 ft-lbs 369 ft-lbs Jamb Development Force: 291 lbs. 1265 lbs. Overall Overturning: 339 ft-lbs 738 ft-lbs Tributary Roof Width: 5 feet 9 feet Dead Load Resistance: -44 ft-lbs -22 ft-lbs Net Moment at Base: 368 ft-lbs 752 ft-lbs Hardware Force: 316 lbs. 1289 lbs. Hardware Type: HD2A with 2-2x HD2A with 2-2x Studs Studs Transverse Wind Direction: Location Overhangs Main Roof Portion Length, ft. 1 27 Direction Tributary Height Tributary Height End Zone Roof 0 0.917 + 0 0.917 + 0 End Zone Wall 11.5 0.46 + 0.938 1.397 + 0 Interior Zone Roof 0 0.917 + 0 0.917 + 0 Interior Zone Wall 7.6 0.46 + 0.938 1.397 + 0 Total Wind Load= 16.07 , 10.62 16.07 , 10.62 Total Seismic Load= 9.51 plf 9.51 plf \erti���'lit •Janson Breezeway I =land Date: 8/16/2004 By: Brett Danielson Will3®gialcriwq, Inc. 1212 North University Page: 16 of 17 Tapio Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Lateral Forces (5091 532-1532 Voice.Fax and Cell Project No.: 2004198 Wall Identification: Short End Interior Wind Reactions: 73.4645 lbs. 216.95 lbs. Seismic Reactions: 46.876 lbs. 141.239 lbs. Total Length: 0.58333 feet 0.875 feet Sum of Openings: 0 feet 0 feet Net Length: 0.58333 feet 0.875 feet Wind Shear: 125.94 plf 247.94 plf Seismic Shear: 80.36 plf 161.42 plf Sheathing Type: 3/8" Plywood or 3/8" Plywood or OSB OSB Panel Edge Nailing: 8d Common @ 6" 8d Common @ 6" o.c. o.c. Overall Height: 9 feet 9 feet Portion Length: 0.29167 feet 0.29167 feet Portion Height: 9 feet 9 feet Portion Overturning: 331 ft-lbs 651 ft-lbs Jamb Development Force: 1133 lbs. 2231 lbs. OverallOverturning: 661 ft-lbs 1953 ft-lbs Tributary Roof Width: 4 feet 10 feet Dead Load Resistance: -8 ft-lbs -54 ft-lbs Net Moment at Base: 667 ft-lbs 1989 ft-lbs Hardware Force: 1143 lbs. 2273 lbs. Hardware Type: HD2A with 2-2x HD2A with 2-2x Studs Studs I aloud Date:Janson Breezeway Date: 8/16/2004 By: Brett Danielson `Inginccri®g, Inc. 1212 North University Page: 17 of 17 Tapio Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Foundation Design (5091 532-1532 Voice.Fax and Cell Project No.: 20041989 Column Footings: Axial Column Force, COLUMN= 3016.408 lbs. Dead Load= 639.2 lbs. Uplift= -1014 lbs. Required Width, bG= (PCOLUMN/QALLOWABLE)1/2 = ( 3016 / 1500 ) 1/2= 1.418 feet Use: 1.5 ft. x 1.5 ft. x 5.5 inch deep footing at 24 inches below grade with bottom reinforcing at 3.5 inch cover O.K. Maximum Design Moment, MU = 1.4 PcoLUMN/8 = 527.8713 ft.lbs. per foot of width Strength-reduction factor, 4 = 0.9 (Section 1909.3.2) Use: # 4 reinforcing or ABAR = 0.2 sq. in. = 0.267 sq. in./ft. dBAR = 0.5 in. d= 5.5 - 3.5 - 0.5 / 2 = 1.75 in., Bar spacing, b = 9 in. a=ABARfY/0.85fcb = 0.2 x 60000 /( 0.85 x 2500 x 9 ) = 0.627 in. Factored Nominal Moment Capacity, PMN = $(ABAR)fY(12)[d- a/21/b = 0.9 x 0.2 x 60000 x 12 x ( 1.75 - 0.627 / 2 ) / 9 = 20682.35 inch-lbs. = 1723.529 ft.lbs. per foot of width O.K. Mimimum Area of Bottom Reinforcing,Al IN= 4/3(12ABAR/b)MU/+MN (Section 1910.5.2) = 1.333 x 0.267 x 527.9 / 1723.529 = 0.1089 square inches per foot of width