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HomeMy WebLinkAboutSOLR-19-2339 City of Arcadia, CA Permit NO.SOLR-19-2339 a Development Services DepartmentPermit Type:Solar 240 West Huntington Drive,Post Office Box 60021 I Arcadia,CA 91066-6021 Work Classification:Solar-Residential Over 10 KV (626)574-5416 Permit Status:Issued ARCADIA Issue Date:11/20/20191 Expiration: , Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number L2.3.: — W LONGDEN AVE Arcadia,CA 91007-8234 5785021003 Contacts K Y INVESTOR,LLC Owner SOLAR SOLUTIONS 4 U INC* Contractor 215 W LONG DEN AVE 1990 Rosemead,South El Monte,CA 91733 (626)443-8166 910748 Description:ROOF MOUNTED SOLAR SYSTEM 50 MODULES/ Valuation: $ 0.00 Tenant MICROINVERTERS. 125 AMP SUBPANEL Total Sq Feet: 0.00 Plan Check q Plan tt 1- Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $324.72 Distribution Panel 516.48 Cash/Receipt tt REC-03141-19 $324.72 Electrical Permit Issuance Fee $47.01 Amount Due: $0.00 Fire Plan Check Fee Residential 550.00 Inverters $77.78 -' Panels $82.45 Solid Waste Management Fee 2 51.00 Total: $324.72 r COM P L E T E'D , 8-13-7 o CALLS FOR INSPECTIONS f ELEC. co,di/ IT� Request for inspection by telephone at 626-574-5450. Leave a message Yirrrequesting the address,timeframe and what inspection item is needed. EXPT t Al 6 IDe -rte u5 - `"— I This permit/plan review expires by time limitation and becomes null and void if the work authorized by the permit is not commenced within 180 days "V 9_8$—2-c, �v4-G from the date of issuance or if the permit is not obtained within 180 days ,_ ' from the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of Arcadia building inspector for a period of 180 consecutive days. qi November 20, 2019 Issued By: Date _ Page 1 of 1 November 20,2019 • . cJ'uFORAzi< 0444 , . I PERMIT/PLAN REVIEW APPLICATION ' Development Services Department,240 West Huntington Drive,Post Office Box 60021 o y of Arcadia, CA 91066-6021,(626)574-5416,Fax(626)447-9173 City of Arcadia LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION ❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following: Chapter 9(commencing with Section 7000,of Division 3 of the Business and Professions Code,and my license is in full orce jd e i: .. 0 I have and will maintain a certificate of consent to self-insure for workers' License Class C( 0License No. V t . Date )f / compensation, as provided for by Section 3700 of the Labor Code, for the Signature of Contractor ' /// performance of the work for which this permit is issued. OWNER-BUILDER DECLARATIO ' ❑ I have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit License Law for the following reason(Section 7031.5,Business and Professions is issued.My krAct satin ' surance c r and policy numbers are: Code.Any city or county which requires a permit to construct,alter,improve, Carrier //// demolish,or repair any structure,prior to its issuance,also required the applicant 3� for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number J (This section need not be completed if the permi is for one hundred dollars or less) provisions of the Contractors License Law(Chapter 9(commencing with Section 7000)of Division 3 of the Business and Professions Code)or that he or she is ❑ I certify that in the performance of the work for which this permit is issued,I shall exempt there from and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers' penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the workers'compensation provisions of Section 3700 of the Labor Code,I shall ❑I, as owner of the property, or my employees with wages as their sole forthwith comply with those provisions. / compensation,will do the work,and the structure is not intended or offered for sale(Section 7044,Business and Professions Code:The Contractors License Date 1/ ?tit al Signature Law does not apply to an owner of property who builds or improves thereon, or who does such work himself or herself or through his or her own employees,provided that such improvements are not intended or offered for '. WARNING: Failure to secure Workers' •. , i . . overage is unlawful, sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to .1 penalties and civil fines up to one completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation, did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and attorney's fees. ❑I, as owner of the property, am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097, Civil Code). ❑ I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: 1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel. 2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. 3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for further information. \NameG PRINTNI Title e A / . I I certify that I have read this application and state that the abo information is correct and that I am the owner or duly authorized agent of the owner. I agree to comply with all City ordinances and Sta ws relating to building construction. 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I.e S.(3 e1 c 6<° 0� S loo z1 u"1 0d u8< pu W < o zl� cgs i d : 10,1 Lf `ta ! gP, c" <i -W R.ESTI 1 SOFOp g~ n /F 16 g n txx< W W . d F V x< { V m<g) uC >t gw Z 0z. 1 .] z H o YppmgS z o Q < c 3 � 030=. �' i O Ei < m G4°<�z 3 � 8t 10 lock, a 11 a Ow HS°'W ,. m ` P, aF<sN m o °� 3 L°Q z d m gf a '1,4 � ° mm ° ° g z Z 1«ui. m mt. z4RI hQ Fz om m ®i no<n u p <m m 2s q S rg z o� o g ��m `�F3 d< z$ S 9 �_q mFt• Ma < g> m �<� c.� ..l�'"I 9 0 �@ve � ���� '-) n o g ' mY h 11, aa�' P" o _<�� a Fir F° o2 2: Ca " R $ $ �o m $'oo vg' cc °� o o h ° �" 3m $§ Eel a 2ii d_ g~ of ch. ~ .9d g I .80 6.4 '�l�`�+ Wp P 01R 4 a °ug s 8 msi -- 9s s" < th Z O dZ �LL3 °�< <v-Jb� C : ::i ill IIIIIR !iE 3 iki< x=35 � ° � 3 Tgit m � �� c v ° 3 DESIGN DATA 1. CODE: 2016 CALIFORNIA BUILDING CODE ASCE 7-10 4:k (L\ 2. MATERIAL STRENGTH 9 y69� CONCRETE: Fc' = 2,500 PSI @ 28 DAYS �o' \ CONCRETE REBAR: ASTM A615 GRADE 40 Fy = 40,000 PSI if'' C STEEL: (AISC 360) 13 EDITION c. 401 STRUCTURAL STRUCTURAL SHAPES: ASTM A36 Fy = 36 KSI TUBING: STM A500 GRADE B Fy = 46 KSI PIPE: ASTM A53 TYPE E GRADE B Fy = 35 KSI WOOD: DOUGLAS FIR-LARCH ( 19% MAX. M.C. ) JOIST & RAFTER #2 GRADE Fb = 875 PSI Fv = 95 PSI E = 1.6 x 1,000,000 BEAM & HEADER (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI E = 1.7 x 1,000,000 (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI E = 1.7 x 1,000,000 POST (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI E = 1.6 x 1,000,000 (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI E = 13 x 1,000,000 STUD #2 GRADE Fb = 675 PSI Fv = 95 PSI E = 1.4 x 1,000,000 SELECT STRUCTURAL (6x, LARGE) Fb = 1,450PSI Fv = 95 PSI E = 1.9 x 1,000,000 MASONRY: CONCRETE BLOCK ASTM C90 Fm = 1500 PSI NO INSPECTION REQUIRED 3. SOIL REPORT: f's= 1,500 PSF/ OR SEE SOILS REPORT 4. LATERAL ANALYSIS: A. SEISMIC LOAD V = C,.W SEE ATTACHED. B. WIND LOAD (SIMPLIFIED PROCEDURE) (130 mph) EXP "C" ULTIMATE T Material Weights Weight Of Materials -Roof and Rigid Insulation Approximate Weights of Floor Requirements Temlock (1"thick) 1.2 psf Trus Joist Products Refer to local building code for live load Cork 0.7 psf TJI 35X Joist Series 2.8 to 4.0 lbs./L.F. design requirements. Gold bond 1.5 psi Styrofoam 0.2 psf TJI 55 Joist Series 4.5 to 6.3 lbs./L.F. TJL, TJLX Truss 3.75 to 4.25 lbs./L.F. Foamglass 0.8 psf Rigid fiberglas 1.5 psf TJW 4.5 to 5.25 lbs./L.F. Composition Roofing TJ/60 Truss 4.75 to 5.75 lbs./L.F. 2-15 lb. and 1-90 lb. 1.7 psf TJM Truss 8 to 9 lbs./L.F. 3-15 and 1-90 lb. 2.2 psf TJH Truss 10 to 12 lbs./L.F. 3-ply and gravel 5.6 psf Roll or Batt Insulation Rock wool 4-ply and gravel 6.0 psf (1"thick)0.2 psf 5-ply andgravel Glass wool (1"thick) 0.1 psf P Y 6.5 psf ALPOLFir FramingMembers IRMA(Insulated Roof (1"thick)0.1 psf Nominal Joist Spacing Membrane Assembly)2" 13.0 psf Size 12" 16" 24" Single-ply roofs(Insulation not included) 2x4 1.4 psf 1.1 psf 0.7 psf Ballasted system 13.0 psf Floors 2x6 2.2 psf 1.7 psf 1.1 psf Mechanically fastened 2.0 psf Hardwood (Nominal 1") 4.0 psf 2x8 2.9 psf 2.2 psf 1.5 psf Fully adhered 2.0 psf Concrete(1"thick): 2x10 3.7 psf 2.8 psf 1.9 psf Regular 12.0 psf 2x12 4.4 psf 3.3 psf 2.2 psf Lightweight 6.0 to 10.0 psf Linoleum or soft tile 1.5 psf 3x6 2.4 plf Fir Sheathing 4x6 5.0 plf (Based on 36 rid) 3"ceramic or quarry tile 10.0 psf %"plywood 1.1 psf GYP-CRETE(34") 6.5 psf 4x8 _ 6.8 plf ____ h"plywood 1.5 psf 4x10 8.6 plf %"plywood 1.8 psf 4x12 10.4 plf 3'"plywood 2.3 psf Ceilings 11/8"plywood 3.4 psf Acoustical fiber tile 1.0 psf Weight of Sprinkler Systems 1"sheathing 2.3 psf ,� 2"deckinggypsum board 2.2 psf 4.3 psf ge"gypsum board 2 8 psi Size of Schedule 40,Std.Pipe Schedule 10,Thin Wail 3"deckin P Pipe Dry(pH) Wet(pit) Dry(pH) Wet(pit) 9 7.0 psf Plaster(1"thick) 8.0 psf 4"decking 9.3 psf Metal suspension system 1 u 2.1 (including tile) 1.8 psf 1'!'" 2.3 3.0 Wood suspension system 1'h" 2.7 _ 3.6 Miscellaneous Decking Materials (including tile) 2.5 psf 2" 3.7 5.2 2.7 3.8 Poured gypsum (1"thick) 6.5 psf 21/2" 5.8 7.9 3.5 5.9 Vermiculite concrete (1"thick) 2.6 psf 3 7.6 10.8 4.3 8.0 Corrugated galvanized steel 31/2' 9.2 13.5 5.0 11.2 16 ga. 2.9 psf 4" 10.9 16.4 5.6 14.5 20 ga. 1.8 psf 5" 14.8 23.5 7.8 20.0 22 ga. 1.5 psf 6" 19.2 31.7 9.3 26.2 24 ga. 1.3 psf Asphalt shingles 2.5 psf 8" 28.6 50.8 16.9 40.1 Wood shingles 2.0 psf 10 40.5 74.6 Clay tile 9.0 to 14.0 psf Note:When accumulating total dead load we strongly urge you to use a minimum of 1.5 psf for 'miscellaneous'with all dead loads. ®TRUS JOIST CORPORATION a division of Tj International ' P.O. Box 60 Boise, Idaho 83707 208/375-4450 'ft ft ���10NA1 �r4% BWU Consultants, Inc. s '�.* = ' 1168 N. San Gabriel Blvd., #N l9�'' ��� ��� Rosemead, CA. 91770 k4 s.r ` 11 Tel: (626) 288-0708 , I Email: twengrs1168@gmail.com 111� Date: (2016 CALIFORNIA BUILDING CODE) EXIST'G ROOF LOAD'G (AS BUILT) SOLAR PANEL D.L. SIZE: TILE ROOF'G 9.0 psf 18.0 SQ.FT. 1/2" PLYWD SHT'G 1.5 2x12 @ 16 O.C. 3.3 RAFTER MISC 0.2 WEIGHT: D.L. = 14.0 psf WT = 2.9#/SQ.FT. L.L. = 20.0 psf (USE 3.0 #/SQ.FT.) T.L. = 37.0 psf L: 20'-0" MAX SPAN W: (14+3+20) x 16/12 = 49.3 plf M: 2466.5 pf Sreq: 23.51 in3 R: 493.3 lb Areq: 6.23 int 2x12 RAFTER CAN CARRY SOLAR PANELS SECTION 3403.3 50 x 3 x 18 = 2700 1b (ROOF DL 14) x 3782 = 52948 lb 2700 / 52948 = 5.1% WIND LOAD ,ss1ONAL es„, PER (CBC SECTION 1609) 0 9'ky 130 MPH, EXP "C" ,� 4 STA 6.5.15, Design Wind Load on Others Structures F = qZ G Cf Af (6-27) qz= .00256 KZ Kit Kd V2 I (6-15) Ht. z at the centroid of area Af= 1 ) ft Exp= c Exposure coefficient Kz= 0.85 6.5.6.6, T-6-3 for MWFR Topography factor Kzt= 1.00 6.5.7.2 Table Directionality factor Kd= 0.85 6-4 Wind Speed V= 130 mph Table Importance factor IW= 1.00 6-1 qz= 31.26 psf Gust Effect factor G = 0.85 6.5.8 Force coeff Cf= 1.31 Figure 6-21 through 6-23 Design wind pressure, F/Af = 34.81 psf ��10NA1 �r,� a��E \ '�4 Q G gi y69� 'F BWU Consultants, Inc. .4t _` 1168 N. San Gabriel Blvd., #N kw C A������ Rosemead, CA. 91770 STA ��, :�, Tel: (626) 288-0708 1' Email: twengrs1168@gmail.com Date: (LATERAL (2016 CALIFORNIA BUILDING CODE) WIND EXP "C", WIND SPEED: 130 mpt (C.B.0 SECTION 1609) UPLIFT / WITHDRAWAL FORCE FOR SOLAR PANEL STANDOFF / FAST JACK Vup= 34.81 lb/sq.ft NO. SOLARSUPPORTS OF TILE UNIT FORCE PER UPLIFT FORCE PANELS HOOK/STANDOFF (5/16"0) LAG SCREW 50 50 x 34.81 x 18 = 31329 lb 100 313.3 lb/lag screw SEISMIC PER C.B.0 SECTION 3403.4 2700 lb / 52948 lb = 5.1% < 10.0% OK O.K. USE 5/16"0 X 3 1/2" LONG STAINLESS STEEL LAG SCREW WITH MIN. 2 1/2" EMBED TO EXIST'G ROOF MEMBER. CAN RESIST WIND UPLIFT FORCE. Vall = 274 x 2.5 = 685 1b > 313.3 1b OK . t \ • NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 77 Table 12.2A Lag Screw Reference Withdrawal Design Values,WI. nts Tabulated withdrawal design values(W)are in pounds per inch of thread penetration into side grain of wood member. 5 Length of thread penetration in main member shall not include the length of the tapered tip(see 12.2.1.1). be Specific ice Gravity, Lag Screw Diameter,D G2 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" -o- on 1 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 IC- 1 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 i. .1 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 1 0.55 260 307 352 395 437 516 592 664 734 802 868 tv 10.51 232 274 314 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 513 576 636 695 752 r- 1 0.49 218 258 296 332 367 434 498 559 617 674 730 to ! 0.47 205 242 278 312 345 408 467 525 580 634 686 ), 1 0.46 199 235 269 302 334 395 453 508 562 613 664 n I 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 38.1 428 473 516 559 p ) A .0.40 161 190 218 245 271 320 367 412 455 497 538 0.39 - 155 183 210 236 261 308 353 397 438 479 518 m 0.38 149 176 202 227 251 296 340 381 422 461 498 —i 0.37 143 169 194 218 241 285 326 367 405 443 479 1 ••I 0.36 137 163 186 209 231 273 313 352 389 425 460 m 0.35 132 156 179 200 222 262 300 337 373 407 441 N 0.31 110 130 149 167 185 218 250 281 311 339 367 -mm{ I. Tabulated withdrawal design values,W,for lag screw connections shall be multiplied by all applicable adjustment factors(see Table 11.3.1). Z 2. Specific gravity,G,shall be determined in accordance with Table 123.3A. m N 12.2.3.4 For calculation of the fastener reference 12.2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in pounds, the unit reference withdrawal design value in lbs/in. of ring shank pene- withdrawal design value in lbs/in. of fastener penetra- tration from 12.2.3.3 shall be multiplied by the length tion from 12.2.3.1 shall be multiplied by the length of of ring shank penetration,pt,into the wood member. fastener penetration,pt,into the wood member. 12.2.3.5 Nails and spikes shall not be loaded in a 12.2.3.3 The reference withdrawal design value, in withdrawal from end grain of wood(C 0.0). •i lbs/in. of penetration,for a single post-frame ring shank 12.2.3.6 Nails,and spikes shall not be loaded in 1 nail driven in the side grain of the main member, with withdrawal from end-grain of laminations in cross- the nail axis perpendicular to the wood fibers, shall be laminated timber(Ceg 0.0). 1 determined from Table 12.2D or Equation 12.2-4,with- in the range of specific gravities and nail diameters giv- en in Table 12.2D.Reference withdrawal design values, 12.2.4 Drift Bolts and Drift Pins r y W,shall be multiplied by all applicable adjustment fac- s& tors (see Table 11.3.1) to obtain adjusted withdrawal Reference withdrawal design values, W, for con- I design values, W'. nections using drift bolt and drift pin connections shall f W= 1800 G2 D (12.2-4) be determined in accordance with 11.1.1.3. a AMERICAN WOOD COUNCIL I