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2013, 07-10 Permit App: BLD-2013-1352 Roof CoverCommunity Development Department Permit Center 11703 East Sprague Avenue, Suite B-3 Spokane Valley, WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 permitcenter©spokanevalley.orq (Staff Use Only) PERMIT NUMBER: PERMIT FEE: RESIDENTIAL CONSTRUCTION PERMIT APPLICATION; ❑ NEW CONSTRUCTION ❑■ ADDITION/REMODEL ❑■ DECK 0 OTHER SITE ADDRESS: 13906 E 23rd Ave, Spokane Valley, WA ASSESSORS PARCEL NO.: LEGAL DESCRIPTION: 0 ACCESSORY BUILDING irEi BUILDING OWNER NAME: Walter R & Ginger L Collins NAME: Same ADDRESS: CITY: STATE: ZIP: 99037 PHONE: 509-928-5082 FAX: 928-3431 CELL: 509-220-9660 CONTACT NAME: Walter R & Ginger L Collins PHONE: 509-928-5082 FAX: 928-3431 CELL: 509-220-9660 CONTRACTOR NAME: BBQ 60,'\`R..L.6l%\ MAILING ADDRESS: CITY: STATE: ZIP: PHONE: C5.1— .S3(L 6 FAX: CELL: CONTRACTOR LICENSE No.: EXPIRES: 06/14 CITY BUSINESS LICENSE NO.: DES RIBE TH SCOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE: CIBC_ et—t ill LJ ( -3 X 3?i ****YOU MUST COMPLETE THE FOLLOWING**** MARK N/A IF NOT APPLICABLE Height to Peak: 14, Dimensions: 38, x 12, No. of Stories: 1 Total Habitable N/A Space: Main Floor SQ FT:Upper N/A Floor SQ FT: N/A Unfinished Basement SQ FT: IN/A Finished Basement SQ FT: N/A Garage SQ FT: N/A Deck/Covered Patio SQ FT: 456 sq ft Impervious Surface Area: 456 sq ft 30% Slopes on Property: N/A No. of Bedrooms: N/A Construction Type: Heat Source: N/A Sewer or Septic: N/A TOTAL COST OF PROJECT: $ 15,000 DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction 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) The City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional inform ien may be required t submitted and subsequently approved before this application can be processed. i , 1 Efdive Oct b r 28, 2007 Page 1 of 2 P:\Commu Development\02 Administration\03 Forms - Official Versions\Permit Center\Residential Construction Permit App 10.28.07.doc 7//o/( S 05/31/2013 06:10 15099223389 sataeneN,... 4,000Valley. Community Develoomeiltl rtm�it " Permit Center 11703 East Sprague Avenue, Suite B-3 Spokane Valley, WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 ge rrp� jtce n to ra spc� ka n eva I I eY, oxg PAGE 01 RESIDENTIAL CONSTRUCTION PERMIT APPLICATION 0 ACCESSORY BUILDING [� NEW CONSTRUCTION t] ADDITION/REMODEL ® DECK 0 OTHER SITE ADDRESS: 13906 E 23rd Ave, Spokane Valley, WA ASSESSORS PARCEL NO.: LEGAL DESCRIPTION: BUILDING OWNER NAME: Walter R & Ginger L Collins NAME: Same ADDRESS. CITY: STATE: zip: 99037 PHONE: 509-928-5082 FAX: 928-3431 CELL: 509-220-9660 CONTACT NAME: Walter R & Ginger L Collins PHONE• 509-928-5082 FAX: 928-3431 CELL: 509-220-9660 CONTRACTOR NAME: Walter R & Ginger L Collins MAILING ADDRESS: 13906 E 23rd Ave, Spokane Valley, WA CITY: STATE: zIP: 99037 PHONE: 509-928-5082 CONTRACTOR LICENSE No.: FAX: 928-3431 EXPIRE$ 06/14 CELL: 509-220-9660 CITY BUSINESS LICENSE NO.: DESCRIBE THE SCOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE: ****YOU MUST COMPLETE THE FOLLOWING**** L Height to Peak: 14r Dimensions: 38. x 12r No. of Stories: 1 Total Habitable N/A Space: Main Floor SQ FT: N/A Upper Floor SQ FT: Unfinished Basement SQ Finished Basement 5Q FT: N/A Garage SQFT: N/A Deck/Covered Patio SQ FT: 450 cq.IL Impervious Surface Area: 456 sq ft 30% Slopes on Property: N/A No. of Bedrooms:wn Construction Type:/?» 4— Heat Source:N/A Sewer or Septic: WA TOTAL COST OF PROJECT: $ 15,000 =CLAIM The permitted verifies, acknowledges and agrees by their signature that: 1) If this permit Is for construction 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 NII compliance with the City of Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of Spokane Valley permit Is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional Information may be required to be submitted and subsequently approved before this application can be processed. Effective October 28, 2007 Page 1 of 2 P \Community Development\02 Administration\03 Forms - Official Versions\Permit Center\Residential Constructio Permit App 10.28.07.doc , t o5 05/31/2013 06:10 15099223389 PAGE 02 ElCOPYDate- May 30, 2013 Signature Method of payment: 0 Cash 0 Check it Visa 0 Mastercard EXP: -. VIN#. - Effective October 28, 2007 Page 2 of 2 P:\Community Development\02 Administration\03 Forms - Offidal Versions\Permit Center\Residentiai Construction Permit App 10.28.074oc 2 A '5 .Rs project # 6fd-13 7r.P, r t fw sic:* v^, CSV FFRM1T CENTER Cseko& ITY C'OPY Concrete pads, we will roto hammer ab66 or equiv into concrete pads, ab66 or equivalent attaches to post (5-1/2 glb post or equiv), post connects to gib beam with mechanical connector, other end of beam rests on top of existing wall where we will have added a full bearing post, roof framing members will consist of 2x12 F&L #2, mech connector will connect 2x12 to beams, ridge will consist of GLB supported at exterior by 5-1/2 GLB post or equiv, roof sheathed with osb sheathing. I assume that this is what Valley needs to issue a permit. If not then it's okay with me if you have the permitting office call me to clear up any questions Johns number is #953-4815 1/ e: :6941 A ,1,9k4EA, z_5›9:6 ,1 Z& ,5d9L9.2.e,5e4 214_e4 ITI • • Project 8(d-13- I 3 C2L z---; , r v csv PRfr CENTER a� �L�S Page 1 of 1 Subj: Fw: Date: 6/3/2013 10:39:05 A.M. Pacific Daylight Time From: jimablineremodeling.com To: glcnanaaaol.com Ginger, Johns number is #953-4815 From: Inlineframinginc Sent: Saturday, June 01, 2013 9:28 PM To: jim@blineremodeling.com Ok So here's the low down Concrete pads, we will roto hammer ab66 or equiv into concrete pads, ab66 or equivalent attaches to post (5-1/2 glb post or equiv), post connects to gib beam with mechanical connector, other end of beam rests on top of existing wall where we will have added a full bearing post, roof framing members will consist of 2x12 F&L #2, mech connector will connect 2x12 to beams, ridge will consist of GLB supported at exterior by 5-1/2 GLB post or equiv, roof sheathed with osb sheathing. I assume that this is what Valley needs to issue a permit. If not then it's okay with me if you have the permitting office call me to clear up any questions John No virus found in this message. Checked by AVG - www.avg.com Version: 2013.0.2904 / Virus Database: 3184/6368 - Release Date: 05/29/13 ;Pro �C-1- )3s -z__ ,-, .F. 'i... re rER Monday, June 03, 2013 AOL: GLCNANA R311.3 Floors and landings at exterior doors. There shall be a landing or floor on each side of each exterior door. The width of each landing shall not be less than the door served. Every landing shall have a minimum dimension of 36 inches (914 mm) measured in the direction of travel. Exterior landings shall be permitted to have a slope not to exceed 1/4 unit vertical in 12 units horizontal (2 -percent). Exception: Exterior balconies less than 60 square feet (5.6 m2) and only accessible from a door are permitted to have a landing less than 36 inches (914 mm) measured in the direction of travel. R311.3.1 Floor elevations at the required egress doors. Landings or floors at the required egress door shall not be more than 11/2 inches (38 mm) lower than the top of the threshold. Exception: The exterior landing or floor shall not be more than 73/4 inches (196 mm) below the top of the threshold provided the door does not swing over the landing or floor. When exterior landings or floors serving the required egress door are not at grade , they shall be provided with access to grade by means of a ramp in accordance with Section R311.8 or a stairway in accordance with Section R311.7. R311.3.2 Floor elevations for other exterior doors. Doors other than the required egress door shall be provided with landings or floors not more than 73/4 inches (196 mm) below the top of the threshold. Exception: A landing is not required where a stairway of two or fewer risers is located on the exterior side of the door, provided the door does not swing over the stairway. R311.3.3 Storm and screen doors. Storm and screen doors shall be permitted to swing over all exterior stairs and landings. En ineerin • and Maintenance Associates P.O. Box 1871 Newport, Washington 99156 509-671-0099 emassociates@frontier.com p,qt° e-04 / 3 90Lo. 6 Z5 AP 5,Po & 4o -o •' Aff? Pyr Lo ►t 91 v.5 " ÷/— / 5 P3le- (S c_ 7- (..)c- 43 othra 5 %) /rVIii'iot�f /0 Lo605 • %�� t • %5 5 4. II LL d- 2x.25' = /S`P3r 'Li Jam' c)PPo're Po ces evreeic L S Ib 1 aaT, cr-5 \\ x$ Nc47. 1 Engineering and Maintenance Associates P.Q. Box 1871 Newport, Washington 99156 509-671-0099 emassociates@frontier.com wet_ L..! c -el N y — \NOK- C Pra-) A % 1 P1 -L. Pop S) Co Tv), N. 5 Ys A. 5 /s Cv tcJ L. P eei M A X. L rv- Jc='OA Ce ii L -L Ard Lo PtQ = \ qst)T1 U SPL. \b wok, 3•.04.5 = c1, t- -346,4,114 ' -3 x+',1144 � 7 Q.% q cn.= C A -+Q 6r A '5 'r7 u'4M. 1-00K," / 15 ire i b C-4cty--6.7 Engineering and Maintenance Associates P.O. Box 1871 Newport, Washington 99156 509-671-0099 emassociates@frontier.com Mo 6041- 1-to 04' Lto Aro .: qz \ (-L.) 4 Z__ Z_ Z o z (-�+-��z(e- Z. Z2, S°° P.4I b5 b�! `'_o 3`i i, ZS '1 Z 7o5t' -�-Ib7 o z a s /rQ a Cs-t_oL... r-,\ 0 cz., S PPwa Z_ F"- Lofes- So ›C 1 Z - oJe,. En9ineerin9 and Maintenance Associates P.O. Box 1871 Newport, Washington 99156 509-671-0099 emassociates@frontier.com C -A4 (e_ 2 x► Z Q, l co " a c— r f t-- T '" 4.745004, X b ►L c,„ /!C'T 5-0 1 b l c3 <CT Lo r) 6tgt7�Lc,^l Z = lel OK Ca �, MT3 Pte; 5P Afft.t. °)/77- vF5 loo 7-17-( <, •�12 PROJECT : Patio Roof, 13906 E 23rd, Spokane Valley, WA PAGE : CLIENT : In -Line Framing DESIGN BY : MK JOB NO.: DATE : 07/05/13 REVIEW BY : Wind Analysis for Open Structure Based on ASCE 7-05 / IBC 2009/ CBC 2010 INPUT DATA Exposure category (e, Cor D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category II Basic wind speed (3 sec. gust wind) V = 85 mph Topographic factor(Sec.6.5.7.2. p9 26 & 45) Kr = 1 Flat Roof type Pitched Height of mean roof h = 11 ft Roof slope 3 : 12 Roof length L = 38 ft Roof horizontal projected width B = 12 ft Effective area of component / cladding A = 450 ft2 ANALYSIS Velocity Pressure qh = 0.00266 Kb Km Kd V2 1 = 13.36 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (lab. 6-3, Case 1,pg 79) = 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of mean roof = 11.00 ft Main Wind -Force Resisting System (Sec. 6.5.13.2) p=ghGCry F=pA, where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.85 8 = roof angle = 14.00 degree < 45 deg. [Satisfactory] At = roof actual area. = 225.0 ft2, windward = 225.0 ft2, leeward CN = net force coefficients. (Fig. 6-1 BA, page 66) Check Fig. 6-18A limitation h / B = 0.93 within 10.25 , 1.0] [Satisfactory] WIND TO BOTTOM, y = 00 WIND TO TOP, y = 1800 CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED 8 CASE CNw CNL CNw CN, CNw CNL CNA, CNL A 1.10 -0.40 -1.20 -1.00 1.10 -0.40 -1.20 -1.00 14 p (psf) 12.49 -4.54 -13.63 -11.36 12.49 -4.54 -13.63 -11.36 B 0.10 -1.10 -0.60 -1.30 -1.10 -0.10 -1.10 -1.30 p (psf) 1.14 -12.49 -6.82 -14.77 -12.49 -1.14 -12.49 -14.77 WIND TO BOTTOM, y = 0° '0 TOP, y = 180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CASE A CASE B CASE A CASE B CASE A CASE B CASE A CASE B Horizontal force / base shear 11 (kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vertical download force V (kips) 1.54 0.00 0.00 0.00 1.54 0.00 0.00 0.00 Vertical uplift force V (kips) 0.00 1.24 1.75 1.75 0.00 1.24 1.75 1.75 Component and Claddlna Elements (Sec. 6.5.13.3) p = qh G 1 CN = net force coefficients. (Fig. 6-19B, page 71) where: a = Max( Min( 0.1L , 0.1B , 0.4h) , 0.04L , 0.048 , 3f1] , (Fig. 6.19B, footnote 6) = 3.0 ft CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE3 ZONE2 ZONE1 ZONE3 ZONE2 ZONE1 CN 1.10 -1.20 1.10 -1.10 '1.10 -1.10 0.50 -1.30 0.50 -1.30 0.50 -1.30 p (psf) 12.49 -13.63 12.49 -12.49 12.49 -12.49 5.68 -14.77 5.68 -14.77 5.68 -14.77 Column Table & Allowable Stresses BOISE GLULAMT"' COLUMNS Allowable Axial Load - 21 F -V1 Column Grade Column Lenft 4 311$" Allowable 31/$' x 6" 100% 115% Wide Axial 125% 21,210 Column E oad Elb) , 3'/a' x 7'4" 100% 1 115% 22,850-1 25,130 125% 26,520 5�I8 51/$" x 5'/8" 100% 115% 125% Wide Allowable 100% a Column Axial 5'/8' x 6" 115% Load (lb) 125% 5'/a" 100% x 71/2" 115% 125% 18,290 20,100 29,9504 33 910,1436,470 35070 39,700 42 ,700 5 "_..._....-.._._....- 6 _........_12,760 7 8 1546016 __ .1_-..1610 10530 8,760 _ 13490 111020 9,110 171280 _ 13,910 11,300 9,310 7,780 19,330-.1.20,760...._21,600._ t 15,960 r 16 870 13 160 ,_13 780 10,960 11,390 9,230 1 9,550 17,390 14"130__. 11,640 9730 .._2$1230,_ 26,210 23980 21,640 19 330 (31,550._1.33830.._ 29,050 26,210 23,320 20,600 30,800 27,560 , 24,310 1. 21,340 _33,060 .._37,_070 30,700 28,090, 25,350 22640 34,020 _30,700__-32,280 27,310 24,130 .. 39„620_.........._........ 36 484_ 28,470 24,990 -_� -.,__. 35,11038,_38040,350_, 31,690 28,310 4_. _.... ......... 34,160 30,170 _ .... _. 35,610 31,250_ 9 7,380 7,640 10 6,2806,480 5,560 6,590 56406,760 4,880 7,860 5,870 8,100 ...6 950 r 6,020 8240 7050 6,100 17200 _ , 13,670 18,170 18 080.__16,520-__17,930 14,280, 12,750T13,040 f 10,300.1 8,470 18,610 7,730 ` 7,080 6,500 i 18,740 14,640 11 610 10,500 9,490._..... 7,850 7,180 6 590 6,070_.. 20,140 16 010 _14,340 _12,900.1._13,390 11 660 10,570_..._.1sq,910_ 9 630 8,800 8,070 7,430 6860 21,290 1883019,350 16,730 14,930 21,950 17150 i 15 270 25,190 22,420 20,020 17,940 26,620 23 550 20,930 18,670 15,0804_15,380 12,410 11,325 10 360 9,520 27,450 24,200 21,440 __ 1.91 100__ 17490_.. 12,620 11,500 10,520 9,660 11 12 13 14 .._.........__...__ 15 16_.._.-_._....._..._-._..._.__...._..._.-....._._._ 17 5 410 .4700 4,810 4,120 _4 210 ._._..... _4,260 _ . 5,150 i LL 5,260 [.._._ _..__._ _. _. _. 5,330 ...__ _.__ +__ i 111020-11,_. -_g 9600 9,030_.._9,320....1 8 220 __�........_ .1_3,670 12 060_ 12,290.1 11 110._. 9,920 10,090 9,050 9,190 8,290 8,410 7,610 7,720 02.,110 70 7 ...16,140...._16,750 1l4,580 131220_._...13,630....._1.3,9 12040 11,010 10,100 9,290 8,580_8,780_--_8,900 18 i 7,510 6,890 6,340 19 ( I 20 21_.__ 24 I _ _ -___ ____-_. _.._.8850__ .5,990 Column Lengthy, rftr100% 63/" tJ 4 Allowable• 63/4" x 6" 115% Wide Axial''' 125% Column Load 63/4" 100% (Ib) , . x 7'/2" 115% {'. 125% Notes: 1) Table assumes that the column is braced at column ends only, Effective column length is equal to actual column length. 2) Allowable Toads are based on one-piece column members used in dry service conditions. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by the column thickness or width(worst case). ) 4) Allowable loads are based on axial loading columns using the design provisions of the National Design Specification for Wood Construction (NDS), 2001 edition. For side or other combined bending and axial loads, see provisions of NDS, 2001 edition. 5) See below for allowable design stresses. 6) Load values are not shown for short lengths due to loads exceeding common connector capacites. Load values are not shown for longer lengths if the controlingslenderness ratio exceeds 50(per NDS )• 5 6"..._._____ 8 9---. ... 10 -...... 366._..,130 ._._._..........39,2200 33,010 - ....._.. 39._... 35,400 31,850 - 41,010._.._.._...__......_...._._..___-...__._.,__._."......_........_......._.......... 36,800 32,950 _._.......... _..._. __. - 11 29,980 12 27,150 28,670 29,540 261560 ?A9:50 21,700 19,710 ._17,980 _.. 16,450 15,110 36,370 33,300 30,510 27,960 25,690 23,650 211820 20,180 38.,730 35,250 40,120 30580 33,084. 30120 27,520._. 25,210 23,170 21,350 13 24,610 25840_ 221350 23-,380_ 20,350 21,200 17,010...171620..., 15,620 16,150 14,390 14,850 14 15 16_._...18,580._191300 17 ._.y. 18 32,120 29,_330 26,840..,..., 24550 .... 22670 20,930 19 20 13,290 13 690 13,920 12,910 18,710 , 19,364 16,390 16,690 19,730 16,980 16_810 14,760 21 11 0 12,740 22 _...___11,430 23 24 10640 9,92010,170 11,910 11,070 11,071) 10,300 161110 .15,110 14,130 , 15,560 1556015,810 14,530 10,910 Bending Fb [psi Modulus of Elasticity E [psi] Load Perpendicular Load Parallel to I Load Perpendicular Load Parallel to to Guidelines Guidelines to Guidelines Guidelines impress on Parallel to Grain F (psil Compression Perpendicular to Grain (limiting direction F, (psi) Tension Parallel to Grain 2100 2100 1800 1,900,000 1,800,000 560 1450 1 Allowable Design Values & Stresses, Section Properties Width in Depth Wetght in If Allowable Shear (lbs Allowable Moment fhtbs Moment of 1 Inertia Ore 6 4.6 3313 3750 56.3 L_ 7112j 5.7 4141 5859 109.9 9 6.8 4969 8438 189.8 101/2 8.0 5797 11484 301.5 .._ 3% 12 9.1 6625 15000 450.0 131/2 10.3 7453 18984 640.7 15 11 A L 8281 23438 878.9 161/2 12.5 9109 28359 1169.8 18 13.7 9938 33750 1518.8 71/2 6.4 4638 6563 123.0 9 : 7.7 5565 9450 212.6 101/2 1 8.9 6493 12863 337.6 31/4 12 10.2 7420 16800 504.0 131/2 1 11.5 8348 21263 717.6 15 12.8 9275 26250 984.4 6 7.5 5433 6150 92.3 71/2 9.3 1 6791 9609 180.2 9 1 11.2 8149 13838 311.3 101/2 13.1 9507 18834 494.4 12 14.9 10865 2460 738.0 131/2 1 16.8 12223 30770 1050.8 5'4 15 18.7 13581 37589 1441.4 16V2 20.6 14939 45052 1918.5 18 22.4 16298 53151 2490.8 19V 24.3 17656 61881 3166.8 21 26.2 19014 , .... 4- 71237 3955,2 221/2 28.0 20372 81215 4864.7 24 j 29.9 21730 91810 5904.0 Width , Depth irt ' in 51/2 63/4 81/4 ' Allowable ,Allowable Wei ht Shear Moment , Moment of lbs 'ft-lbss Inertia in, 9 12.0 8745 : 14850 334.1 10'/2 14.0 10203 20213 530.6 12 16.0 11660 1 26214 792.0 71/4 12.3 8944 12656 237.3 9 14.8 10733 18225 410.1 101/2 17.2 12521 24457 651.2 12 19.7 14310 31520 972.0 131/2 22.1 16099 39425 1384.0 15 1 24.6 17888 48163 1898.4 161/2 27.1 19676 57724 2526.8 18 29.5 21465 68102 3280.5 191/2 32.0 23254 79288 4170.9 21 34.5 25043 91276 5209.3 22% 36.9 26831 104061 6407.2 24 39.4 28620 117636 7776.0 9 19.1 13913 23048 ' 531.6 101/2 22.3 16231 30891 844.1 12 25.5 18550 39812 1260.0 13'/2 28.7 20869 49798 1794.0 15 31.9 23188 60834 2460.9 Notes: 1) Allowable moment calculated using glulam volume factor (C) with a span length of 21 ft. Allowable moment shall be multiplied by (21/Span Length p for longer spans. : , '• • • ' ' . • • ," t Bending Fb [psi! Tension Zone in Tension 2400 Compression Zone in Tension 1850 Horizontal Shear Fv [psil Modulus af Elastioty E [Psi] 265 1 1,800,000 Tension Compression Compression Parallel to Parallel to Perpendicular Grain . Grain to Grain Ft [psli Fc fps]] i Fc {psi) 1100 1650 Notes: The data is for stock beams. For information on sizes not listed, please use BC CALC° software or consult- with Boise EWP Engineering. Consult Boise EWP Engineering for additional design stresses for nonstandard applications and stability issues. 650 ROOF RAFTERS 40# SNOW LOAD 10# DEAD LOAD L/240 Table RR -11 Design Criteria: Strength - 40 lbs. per sq. ft. snow load, plus 10 lbs. per sq. ft. dead load. Deflection - Limited in span in inches divided by 240 for live load only. ItINSIMEN111111118111160811111013M116119011111MIAMIRMS1111110802101RIMINIONAMME11119111110601110MMAIGIMESIRIMILIMINEMENIVENIMMIROVIMIRMININ Span (feet and inches) 2x6 2x8 2x10 2x12 Mg on center • or Group Grade 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Douglas Fe- Sel. Struc. 13-0 71-70 77-7 10-4 77-2 15-7 74-8 73-7 21-70 19-70 18-8 17-4 26-7 24-2 22-9 20,5 Larch No.1 & Btr. 72-9 71-7 10-71 10.2 76-10 15-3 14-5 12-11 21-6 19-4 17-8 15-9 25-11 22-5 20-5 18-4 South No.1 12.6 71-5 10-5 9-4 16-6 14-5 13-2 11-9 20-4 17-8 16-1 14-5 23-7 t-5 18-8 16-8 No.2 12-3 10-10 9-10 8-10 15-10 13-8 12-6 11-2 19-4 16-9 15.3 13-8 22-5 17-10 17-9 15-10 No.3 9-6 8-3 7-7 6-9 12-1 10-6 9-7 8-7 14-9 12-9 11-8 10-5 17-1 -10 13-6 12.1 Douglas Fir- Sel. Struc. 77-9 10-8 10-0 9-4 75-6 14-7 13-3 12-3 79-9 77-11 16-17 15-8 24-0 27-10 20-6 19-7 South No.1 11-5 10-5 9-9 8-11 75-1 13-9 12-8 11-4 19-3 17-0 15-6 13-10 22-9 19-8 18-0 16-1 No.2 71-2 70-2 9-6 8-7 74-8 13-4 12.2 10-10 18-9 16-3 14-10 13-3 21-9 18-10 17-3 15-5 No.3 9-4 8-1 7-4 6-7 11-9 10.3 9-4 8-4 14-5 12-6 11-5 10-2 16-8 14-6 13-2 11-10 1em-Fir Sel Struc. 72-3 77-2 10-6 9-9 16-2 14-8 13-70 12-10 20-8 78-9 77-8 76.5 25-1 22-10 27-6 19-9 Spruce- No.1 & Btr. 72-0 70-11 10.3 9-6 15-10 14-5 13-6 12-4 20-2 78-4 16-11 15-1 24-7 21.5 19-7 17-6 Pine -Fir No.1 12-0 10-11 10-3 9-2 15-70 14-3 13-0 11-8 20-1 17-5 15-11 14-3 23-4 20-2 18-5 16-6 (South) No.2 11-5 10-5 9-7 8-7 15-1 13-4 12-2 10-10 18-9 16-3 14-10 13-3 21-9 18-10 17-3 15-5 No.3 9-4 8-1 7-4 6-7 11-9 10-3 9-4 8-4 14-5 12-6 11-5 10-2 16-8 14-6 13-2 11-10 Sprue- S. Struc. 11-5 70-5 9-9 9-1 15-1 13-9 72-11 72-0 19-3 17-6 16-6 15-3 23-5 27-3 20-0 76-7 Pine -Fir No.1 17-2 70-2 9-6 8-9 74-6 13-4 12-4 11-0 78-9 16-6 15-1 13.6 22.1 19-2 17-6 15-7 (South) 80.2 10-10 9-10 9-2 8-2 74-3 12-9 11.7 10-5 17-11 15-6 14-2 12-8 20,10 18-0 16-5 14-8 No.3 8-10 7-8 7-0 6-3 11-2 9.8 8-10 7-11 13 8 11-10 10.10 9-8 15-10 13-9 12-6 11-2 Westem Sel. Struc. 11-2 70-2 9-6 8-10 74-8 13-4 12-6 11-2 18-9 16-9 15-3 13.8 22-5 19-5 17-9 15.10 Woods No.1 10-10 9-4 8-7 7-8 13-8 11-10 10-10 9-8 16-9 14-6 13-3 11-10 19-5 16-10 15-4 13.9 No 2 70-6 9-4 8-7 7-8 13-8 11-10 10-10 9-8 16-9 14-6 13-3 11-10 19,5 16-10 15-4 13-9 No.3 8-1 7-0 6-4 5-8 10-3 8-10 8-1 7-3 12-6 10-10 9-10 8-10 14-6 12-6 11-5 10-3 ROOF RAFTERS 60# SNOW LOAD 10# DEAD LOAD L/240 Table RR -12 Design Criteria, Strength - 60 lbs. per sq. ft. snow load, plus 10 lbs. per sq. ft. dead load Deflection - Limited in span in inches divided by 240 for live bad only #ritifO MIEtlflJiiS INIWYMOLI N I rNtlEIng filIII rRrtltl4i NIVI.e1Ft?1rtt RIMI t} ErfriHlrrtNir[pCIIIlE74DMIIIM ft.MAIDrrf OMMtIOUW-Arin111012rrre Span (feet and inches) 28 Species 2x8 2x10 2 x 12 2x14 spacing on center or Group Grade 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Douglas Fir- Larch Set. Struc. No.1 & Btr. No.1 No.2 No.3 15-0 14-8 14-1 13-4 10-3 73-7 13-4 12-2 11-7 8-10 72-70 12-2 11-2 10-7 8-1 11-11 10-11 10-0 9-5 7-3 19-1 18-9 17-3 16.4 12-6 17-4 16-4 14-11 14-2 10-10 16-4 14-11 13-7 12-11 9-10 14-11 13.4 12-2 11-7 8-10 23-3 21-70 20-0 1811 14-6 21-1 18-11 17-3 16-5 12-6 19-4 17-3 15-9 15-0 11-5 17-3 15-6 14-1 13-5 10-3 27-4 24-5 22-4 21-2 16-2 23-8 21-2 19-4 18-4 14-0 21-7 19-4 17-8 16-9 12-9 19-4 17-3 15-9 15-0 11-5 Douglas Fir- Sel Struc. 13-6 12.3 71-7 70-9 17-3 15-8 14-9 73-8 27.0 79-7 17-77 16-5 24-8 22-5 20-6 18-4 South No.1 13-2 11-9 10-9 9-7 16.7 14-4 '13-1 11-8 19-2 16-8 15-2 13-7 21-5 18-7 17-0 15-2 No.2 12-10 11-3 10-3 9-2 15-10 13-9 12-7 11-3 18-5 15-11 14-7 13-0 20-7 17-10 16-3 14-6 No 3 10-0 8-8 7-11 7-1 12-2 10-7 9.7 8-7 14-1 12-3 11-2 10-0 15-9 13-8 12-6 11-2 Hem -Fir 5e1. Struc. 74.2 12.70 72-1 71-3 18-0 16-5 15-5 74.4 21-71 19-11 18-8 16-8 25-10 22-10 20-10 18-8 No.1 & Btr. 13-70 12.7 11-8 10-5 17.8 15-8 14-3 12-9 20-71 18-2 16-7 14-10 23-5 20-3 18-6 16-7 ' No.1 7.370 12-1 11-0 9-10 17-0 14-9 13.5 12-0 19.9 17-1 15-7 13-11 22-0 19-1 17-5 15-7 No.2 13.0 11-3 10-3 9-2 15-10 13.9 12.7 11-3 18-5 1511 14-7 13-0 20-7 17-10 16-3 14-6 No.3 10-0 8-8 7-11 7-1 12-2 10-7 9-7 8-7 14-1 12-3 11-2 10-0 15-9 13-8 12-6 11-2 Spruce- Set. Struc. 13.2 72-0 77-3 10-6 16-10 15-3 14.5 13-4 20-6 18.7 17-6 16-1 24-1 21.11 20-7 18-0 Pine -Fir No.1 12-10 11-5 10-5 9-4 16-1 13-11 12-9 11-5 18-8 16-2 14-9 13-2 20-10 18-1 16-6 14-9 (South) No.2 12-5 10-9 9-10 8-9 15-2 13-1 12-0 10-9 17-7 15-3 13-11 12-5 19-8 17-0 15-6 13-11 No.3 9-5 8-2 7-6 6-8 11-7 10-0 9-2 8-2 13-5 11-7 10-7 9-6 15-0 12-11 11-10 10-7 Western Sel. Struc. 72.10 11-7 10-7 9-5 16-4 14-2 12-11 11-7 18-11 16-5 15-0 13-5 21-2 18-4 16-9 15-0 Woods No.1 11-7 10-0 9-2 8-2 14.2 12-3 11-2 10-0 16-5 14-2 13-0 11-7 18-4 15-10 14-6 12-11 No.2 11-7 10-0 9-2 8-2 14-2 12-3 11-2 10.0 16.5 14-2 13-0 11-7 18-4 15-10 14-6 12-11 No.3 8.8 7-6 6.10 6-1 10-7 9-2 8-4 7-5 12-3 10-7 9-8 8-8 13-8 11 ,10 1010 9-8 Tr -QX ct) c4"c'ec) C -L a.3\\ \ot Nqc)- \e,s C r\c)oor ovi‘jec.))0,13 v -No \e,5A-V 3Co" I — c..0.-dc•Nc34c) dea Z47,2 9�7 679 -L9ze .5e Si,21-6-34g/ "Op ye9 71 151 Project 3 3,5-2-, ) M13 CSV PERMIT CENTER SUE # REV. # jULD310**MI: ;5/31 201 1 2 4 I }I I 1 I 10'-9" NEW SUPPORT POSTS TO BE INSTALLED IN EXTERIOR WALL TO SUPPORT BEAMS 17) 27'-0" 1V-0" ELEVATION LOOKING EAST DESIGN CRITERIA., ESIMATED SOIL BEARING: 1500 PSF ROOF SNOW LOAD, 30 PSF WIND, 85 MPH GUST CALCULATED UPUFT 15 PSF 4 EA #4 FOOTING DETAIL MATERIAL- 3000 PSI CONCRETE 5-1/8" SQ GLUELAM POSTS-TYP 12 11 HEADER ABOVE WINDOW NEEDS TO BE RE—INFORCED OR REPLACED SIZING SHALL BE DETERMINED BY ENGINEER UPON VERIFICATION OF EXISTING HEADER 5-1/8" x 12" GLULAM BEAMS TYP 3 PLACES 2x12 RAFTER G 16" OC BASE CONNECTOR -2850 LBS UPLIFT RATED 2 ROWS, #4 STIRRUPS, EVENLY SPACED 5 EA, #4, EVENLY SPACED , EACH WAY 38* -0" Prcjct ELEVATION LOOKING NORTH REOUIRED CONNECTOR UPLIFT LOAD CAPACITIES: POST BASE TO CONCRETE 2850 LBS POST TOP TO SUPPORT BEAM 2850 LBS INNER POST (EXIST HOUSE WALL UNE) BOTTOM TO EXISITNG FRAMING 2850 LBS SUPPORT BEAMS TO RAFTERS 200 LBS S Oenstat Notes 1 R. • _ .._,.., ____... 3A-13-1 S-6- .....: ,:,..:,,& : - c,:.:,..1 --.- -..• . 1 • r..., : . 1 . .._._ .. , ,__. . ...„............ ,.. . . „......._ . Ftmecomo ...., , Patio Roof Addition 13906 East 23rd Spokane Valley, WA