Loading...
HomeMy WebLinkAboutB16-1598 000-000-000Equivalent Replaces BUG Rating 320W MH 320-40OW MH 61 LIO G2 Color Temperature (CCT) 3000K 4000K 5000K Input Watts ICUVolues 105W Area light ' 8299 8377 10,098 Lumens Per Watt Available in IES Type 11,111 and IV Color Accuracy (CRI) distributions. 480V and bi-level shown for Type 11 distribution. Please visit robweb.com for models available. Select from several photosensor control options. e� Performance Equivalent Replaces BUG Rating 320W MH 320-40OW MH 61 LIO G2 Color Temperature (CCT) 3000K 4000K 5000K Input Watts ICUVolues 106 106 106 Output Lumens 8299 8377 10,098 Lumens Per Watt 78 79 95 Color Accuracy (CRI) 82 82 66 shown for Type 11 distribution. Please visit robweb.com for details on Types 111 and IV. SP—CciIitato:�s UL Listing Suitable for wet locations Drivers Constant Current,1400mA, 0.8A, Class 2 with 4 kV surge protection, 120V. 0.89A; 208V: 0.58A; 24OV: 0.50A; 277V: 0.44A; 50/60 Hz, THD 520%, Power Factor: 99% Cold Weather Starting Minimum starting temperature is -40'C (-40°F). Ambient Temperature Suitable for use in 40°C (104°F) ' Precision optics Available in Type II, III & IV distribution Thermal Management Superior heat dissipation with' integrated Airflow fins (patent pending) to extend LED lifespan Housing Precision die-cast aluminum housing, lens frame and mounting plate Reflector Specular vacuum metalized polycarbonate for smooth light distribution and low glare Gaskets High-temperature silicone. 0 -Ring gasketed close-up plug IESNA LM -79 & LM -80 Testing RAB LED luminaires have been tested by an independent NVLAP Certified laboratory in accordance with IESNA LM -79 and LM -80, and have received the Department of Energy "Lighting Facts" label. IP Rating Ingress Protection rating of IP66 for dust and water. Options Available with photosensor controls a Flexible mounting Slipfitter option available i Ordering information .cti'uct Fa;T,ii', 0i -tics Vtfat-age WIGu;nting Cclor -ieinip Fnish Color Oriions ALED 105 2T Type II Distribution Blank Pole mount Blank Cool (5000K) Blank Bronze /480 480V Operating Amps 3T Type III Distribution SF Slipfitter Y NWarm (4000K) RG Gray /BL Bi -Level 3000K) W White to /PC 120V Phot cell 4T Type IV Distribution /PCS 120V Swivel Photocell /PCT 120V Twist Lock Photocell /PCT4 480V Twist Lock Photocell /PC2 277V Photocell /PCS2 277V Swivel Photocell ALED Accessories Round pole adapter: Catalog#: RPA3; RPA3.5; RPA4; RPA5 and RPA6 Pole size for each adapter: RPA3 = 3" Diameter Round Pole. RPA3.5 = 3.5" Diameter Round Pole RPA4 = 4" Diameter Round Pole. RPA5 = 5" Diameter Round Pole. RPA6 = 6' Diameter Round Pole Poles and anchor bolts: Poles and anchor bolts sold separately. Visit rabweb.com for details. Photometrics ALED2T105 (Type II) 2 3 2 1 0 1 2 i Mounting Height 20 2225` 28 30 Multiplier 1,6 1.3 _ .1:0. 0.8 0.7 2 0 , 3 e Type II: Ideal for wide walkways, on ramps, bike/jogging paths and other long and narrow applications. Meant for lighting larger areas and usually located near the roadside. ALED3T105 (Type III) 105W at 25' Mounting Height 0 1 2 3 22 1 1 0 0 1 1 2 2 3 3 4I1 4 3 2 1 2 3 0 Mounting Height 20 22 254 28 30 Multiplier lb 1.3 ).Q Ob 0.7 Type III: Ideal for roadway, general parking, and othpi applications where a larger pool of light is required. Usually located near the side of the area, allowing light to project outward and fill area. Dimensions & weight POLE MOUNT -Weight: 30 lbs / 13.6 kg EPA: 0.75 _ 23 7/16' 594 mm 4 1/2' 1 114 mm 1 K�815°� 1 mm ALED4T105 (Type IV) 105W at 25' Mounting Height I I 14 3 2 1 0 1 2 3 Mounting Height 20 2225'i 28 30 Multiplier lb 13 1,1.0; Ob 0.7 Type IV: 'Forward Throw' is especially suited for mounting on the sides of buildings and walls, and for illuminating the perimeter of parking areas. It produces a semicircular distribution. SLIPFITTER-Weight: 32lbs/ 14.5kg EPA:2.0 1 9112 241 mm 1 911 Grid Scale: Multiples of mounting height, values shown in footcandles Recessed LED module and optimized reflector provide smooth light distribution with no hot spots and low glare. RAB lighting design engineers can create a custom lighting layout for your job. For free. Photometric Report #ITL80104, #ITL80110 and 9ITL80116 O 381 mm Fits 2 3/811 2 3/4' 1 -Tenon 527 mm D Igliblig UL LISTED facts SUITABLE FOR WET LOCATIONS LEO Nod-Pa"r 888 7221000 rabweb.com I t TITLE 24 5 -Year For use buildings Except for Slifitter, p /480 models coMpmw See rabweb.com/title24 NO Compromise warranty to attainin Lightfight Pollution /BL and Reduction Credit 911 Grid Scale: Multiples of mounting height, values shown in footcandles Recessed LED module and optimized reflector provide smooth light distribution with no hot spots and low glare. RAB lighting design engineers can create a custom lighting layout for your job. For free. Photometric Report #ITL80104, #ITL80110 and 9ITL80116 O 381 mm Fits 2 3/811 2 3/4' 1 -Tenon 527 mm D Igliblig UL LISTED facts SUITABLE FOR WET LOCATIONS LEO Nod-Pa"r 888 7221000 rabweb.com I t N dmgr Civil Engineers *Surveyors Chico, California 111 MISSION RANCH BLVD., SUITE 100 CHICO, CALIFORNIA 95926 PHONE: (530) 893-1600 FAX: (530) 893-2113 WEB SITE: www.northstoreng.com , 0 'v NorthStar Engineering expressly reserves its common law copyright and other property rights in these plans, including the principles of design. These plans are not to be reproduced, changed, copied or loaned in any form or matter whatsoever, nor are they to be assigned to any third party without the expressed written consent of NorthStar Engineering. They are also not to be used in any manner that may constitute a detriment directly or indirectly to NorthStar Engineering. Acceptance of these drawings is an agreement to these terms. LIGHT POLE AND LIGHT FIXTURE h (4) - 3/4"0 ALL -THREAD A.B. I i 1 2 1/2"X2 1/2"X3/16" WASHER AND DOUBLE NUT AT BOTTOM DETAIL NAME LIGHT POLE FOUNDATION 1 PROJECT NAME PARADISE RECREATION AND PARKS DISTRICT ` DESIGN: MEM CHECKED: MEM DATE: 9-3-10 JOB NO: 10-132 SCALE: -1" = 1'-0" d \ UND SURBED1'S'01L a I .4 .1 a OPTIONAL CONSTRUCTION JOINT I ° . I .. m I'S@AT 1r2"; a a d• O 5 ER IG2, BA.F3 EV•,.:_,,-NL�Y�S:P%10E',. ° c CON, 'E-�2 50 P'SI, IN. ° as a. r3 a CfiR ; ° �a 41.j p Q iV • � .I f2«=0,� 0?�I l F. t i 1� DETAIL NAME LIGHT POLE FOUNDATION 1 PROJECT NAME PARADISE RECREATION AND PARKS DISTRICT ` DESIGN: MEM CHECKED: MEM DATE: 9-3-10 JOB NO: 10-132 SCALE: -1" = 1'-0" ��sxm� -;�bQD VicilANLE V;bm mmm stv-mz PIM vs) R>Mp 23ov, 2-IiF- 2DT14., V yp4zA -f7p6w y5hgRmp 2oAmPE /5Y vl� Raeao\5s li-q� IDN r' T)i5'(ILIL.j ✓�3 C.r.-?� �i 1� Mu2�►nY-�3o=�7D15:53 ® 'f�r--A L\W5 Ib5,v4-.L'E—D'Cr7) if p Ccft irCacE: dt� Z 12.E VOM (3 Q 5►CIN /sFWntE WN Li&kl( aECeiTACLE 16 PK P051 Izov rizkiN� AgL-4 �) C. I lb WIRE�3) I i 10 WIRE c Q �, I �rI � I ?"o —4:t— Q IVQ(iaeQ N, (S'e R&5mom F Rfu-,)" paivEL lga.R ed S V I[e . I Trh2W�tti(3� I Z`I P I o y �- • t l i �'u'; - s � p IS7ANl� �Qpe'1 I— — — — — "'25 ARF -4 ue-,�T uc-Auri�E COO Ii5Rfo UNTY pEVECOP CODE o SERVICES TE o -2o. MP`�gNCE ay P� twu0l &RA Q6+T BUTPE COUNTY 'JUL 2 5 2016 DEVELOPMENT SERVICES PiwiLaFEA 51'fE �P�P� �-jt kDW�I ISTRUCTURAL CALCULATIONS PRECAST CONCRETE. SEIIV'AGE HOLDING TAId%C CRAIN AND; LID L PARK PARADISE, CA iLIFORNIIA a L: - T�a I \b 4'Yi�4 V--:1(bt-- va-'ap. 50. 18t 1bt I 1b/ i� 2,7©'p• l-1. CZ7`�tf2.�Z�-}-�_33x3�'-�33XZ�,.= tOb.CG�, tial (Ccc��Lot'O �Q� ')a•-2_(,'7t•`o��� s V U.D\^+cr F LC��yI.. .�•: tF n Jl.. S 1,P �, - P v.F,v"s-- r � ' (-'33 fig. � b/ �r Q� D l___ t 3 i 2g oPeRMbr BUTTE COUgTY D + �� -/ V �` REVIE ELOPIVIENT SERVICES sNova t�,Q� Ptoor Q 810 37 '+,1 &Go��� CODEC WED FOR OMP �-1 b \11/4z) u/ z) = 9 6c)(b ITE LIANCE BY (;,(�..t:av4 -� ,S S = • C1-b,Cg'6 a�'-Y C5�'��0�- � 6�(nq p STRUCTURAL CALCULATIONS PRECAST CONCRETE SEWAGEMOL01Ht9 TANK AND LID .dR'Ailm MEMORIAL PARK PARADISES CALIFORNIA STRUCTURALCALCULATIONS PRECAST CONCRETE. SEW/ GEMOLDINGTANK AND: -LID dRAlif Mit'MOM R AWL PARS(, PARADISEI.CALIFORMA VA U 1:57- klAll�c- k.T-k 4TI-1 STRUCTURAL CALCULATIONS PRECAST CONCRETE SEWAGE HOLDING TANK AND LID _- CRAIN MEMORIAL PARK5� PARADISE, ,CALIFORNIA. �'tbZ` CGivcs`7�v c- T`��: N.Ee,�p'�v� MC�m:�t� llc�= `� "�.c. �`�rt•�- s M r , C.c- Fy VAYJP� e^G P i \P.x LZi _ •:r -tib. �rvxrn�rv: �s'� (:.,_ try p'�•.:'l:• � iv �•3'n a ' � 'N p S �,:; �„ 4�� e3 c.•.• 1&157 �� �-� 9�'r�'..{� `��� `'3.�`• �-��3���Ey ':, ��-` tip'%�- + lz AS o -,,G opt _ .1�' l�S 4 _)1 �• � . C�.1 z -`-cow STRUCTURAL CALCULATIONS PRECAST CONCRETE SEWAGE` HOLDiNG TANK AND LID -CRAIN MEMORIAL PARK;PARADISE, C -10 ORIUTA, ------ 5r-1. 5 `b + 3j'% LL— !6 Formulas for fiat plates with straight boundaries and constant thickness 'tole: The notation for Table 24 applies with the following modifications: a and b refer to plate dimensions, and when used as subscripts for hey refer to thestresses in directions p@FAllet-to-&e sides a and br respectively 'a is a bending -stress -which is'positive•when•tensile on the bottom repressive on the, top if loadings are considered vertically downward...R is the reaction force per unit length normal to the plate surface exerted bound'a support'on the edge of the plate. r; is the. equivalent radius of contact for a" load concentrated on. a .very small. area and is given Jl:6r; + t2 0.6751-ifr,, ¢ 0.51 and r; = r; if , > 0.51 Case no:; _ !,and supports Gale ^O+ �'^8 Formulas and tabulated specific value _ 4 ,Jar Plate; all edges la. Uniform oyer, entiie (_4.t center) Miro = oa �ryl and max r = supported plue f2 f3` (at center of long sides) Max•R = yqb O bb S .n%6 1.0. .1.2" 1.4 L6 1.8..:---20 3.0' ca 5-6 _°o. -- S J: 0 0.2874 0.3762 0:4530' 0.5172 0.568 0 610210.7134 0.7410 0.7476 0.7560 . a0:0444 0..0616 0.0770 _0.0906= .0.10.17 - 0 0_I835..0.1400 0.1417t 0:14 0 21- Y . 0:420 .455 0.478 0_d91 0.499 0503 0.505 0:502 Mll,, 0300 ib. Uniform 'over . satill concentric circle of definradius rb (more i-tion of (At :eenter) Max a= 2rrY i(1 }.")Ir'.�, .{..��... Mas r- "=atl'f� Et? 1.0 1.2 IA 116 1.8 2.0 00 R 0.491 "n:650 0.739 .0.,¢75 0927 0.938 1.000 a 0.1267 0-1478. 0.1621 '0.1715 0.1770' 0.1805 0.1851 fir{• 'A Ie.UnJomrorYrttptral (Ref. -21 ror'r= 03) c (Iter. 21 fir r'_ A. N W Id. Uniformly increasing Max a= �q� _agb4 ah -ng length �y and max r = Eta a/b i LS 0 2.5 3.0 3.5 4.0 Q R 0.16 0.26 0.34 % 038 0.43 0.47 0-49 a 0.022 0.043 050 0.070 0.079 0.086 0.091 0 (Values from charts of Ref. 8; r a= 03.) Ic. Uniformly increasing (igb2 -ogb4 alongid.h " Max ° = s / and max . = Era V n!h 1 1.5 2.0 2-5 3.0 3.5 4.0 111 b 41-L 13 0.16 0.26 .(At center) 037 0.38 0.38 Max a.='oae s rherel{'=gn,bi 0.042 0.056 0.063 0.067 0.069 0.070 (Values from charts of Ref. 8: r = 0.3.) n rectangular arca � i 1 ..1_ "bl h a =. l.dh o.=.3b r .. 4 at r� b YG i 0. O.a 0.4 0:6 0-8 1.0 0 .0.2 0-4 .0 O.S. 1.2 1.4 0 0.4 0:8 1.2 1:6 'X.0 L84' :1.38 1.12 0:93 0.76 2,0 L55 1.12 0.84 0:75 1.64 A.20 0.97 0.78 0.64 1:82 118 1,08' 0.90 0.76 0.63 1.78 1.49, 137 0.95. 0.74 0.64 4.73' 1131 1.03 0.84 0.68 0.57. 0.4 1.39 L07" 0.34 0:72 0.62 .052 1.39 1.131 1.00 0.80 0.62 0.55 7.32:1.08 0.88 0.74 0_66 0.50 _ ..._ . 0.6 - L l3 0.90..0.72 0.60__.0.54 _.0-43 .1.,10 -.0.91 .082- -0:61i 0:55- 0:47 ' '4.04 *0.90 - 0.76 ' 0:69' 0.54"' 0:44 6.8 092 0:76 0.62 .0.51 0,42 0.36 6.90 0.76 0.63 0.57 0.45 0:40 0:87 0.76 0.63. 6.54 '0.44 038 1.0 0.76 0.63 052 '0.42 .0.35 0.30 0:75 0.62 0.57 0.47 038 "033 0.71 0.61.. 0.53. 0.45 0.38 .0.30 (values from charts of Ref. 8; r = 0.3:) Id. Uniformly increasing Max a= �q� _agb4 ah -ng length �y and max r = Eta a/b i LS 0 2.5 3.0 3.5 4.0 Q R 0.16 0.26 0.34 % 038 0.43 0.47 0-49 a 0.022 0.043 050 0.070 0.079 0.086 0.091 0 (Values from charts of Ref. 8; r a= 03.) Ic. Uniformly increasing (igb2 -ogb4 alongid.h " Max ° = s / and max . = Era V n!h 1 1.5 2.0 2-5 3.0 3.5 4.0 111 b 41-L 13 0.16 0.26 0.32 0.35 037 0.38 0.38 a 0.022 0.042 0.056 0.063 0.067 0.069 0.070 (Values from charts of Ref. 8: r = 0.3.) ........ ................ ........ ......------------ ............. .......... •............. ............. ..... ---------- . Job Number -_. ..._.- - Sheet ----- of roject.-.---- ------ __......... - ............. --- .... --•--' Sheets ...._.....--------------'---------...__.... - ------ --..Date_ --------------------- Subject..-, ... . . . ...... . ........... . .. .. . ................... . ------•----- Subject_-,........__....__._...__.,...-_.._...---------------...•_......_- ............. :.......... _....... ------............ Checked by --- ---_------------------ . --_------------ •. i ; ! mAz i i t , + 43. Iso v .` ter r �+ o -zw �. y i SOX 16// CONCRETE VAULT STEEL PLATE LATERAL RESTRAINT AT FLO,Q-lR.-/V)A,ULT INTERFACE TYR OF 4 "s'@ &'o.c. each way 6 '84's cont: arouri 'comers, typ- 47 2" TE VIP I II1IIVGIUG 4/47 1/4' 3A -x3/4- Pl. 4'x4 41,V OIL, VI t - 4 T b 'ts: 7",x47)�3/47pt.• angled 3/ehoIes.f6rrebarnins angle cont. I� ''and tapped for I bolls p. of 3 1" cont: step form a! t6p floor slab. T §bCn6N,< DURANGO 6" FLOOR SLAB 6" 1691"'- DURANGO VAULT SECTION' 44's @ 12" o.c. each way r. 7 min. @ center 1-1/2" cover min. uno 4,000 psi concrete lid, 6,000 psi concrete vault min. Steel fy min. = 60,000 psi DUP,AWGO COXCR9-E 2?,.,ALSE& ;FLOOR Quam FOR GROVELAND, MA. 4' MINS DURANGO-VAULT 4` MIN. T §bCn6N,< DURANGO 6" FLOOR SLAB 6" 1691"'- DURANGO VAULT SECTION' 44's @ 12" o.c. each way r. 7 min. @ center 1-1/2" cover min. uno 4,000 psi concrete lid, 6,000 psi concrete vault min. Steel fy min. = 60,000 psi DUP,AWGO COXCR9-E 2?,.,ALSE& ;FLOOR Quam FOR GROVELAND, MA. Report M yGS Design ''nia -- ry'. MS'bf*"SOeCM6d Input Ddqu'irneAC ASC vyOich.u.fi*Ijzqs baqShaz vqqpble:In2666] Site Coordinates '3 Site Sollblasslit"cafor,Gife;-C'.1a'SS"b ---Stift", ,.Soil!! Output 3.5 G -0 �6-35�9: �Sms--' 'iI' OW',th6*SS n valuest� have been �For in(ormifi6rvo'n:'k - anis '§'i .,qu a,.e.,�E p ljc�targeted)iand 'P� I 'T �!s� . 7._1 - - deterministic '�rbUq"' r Widj&�hi I -� please0 'd minis motions edtio, b response; j select the "2009 NEHRP building .9, reference document MCEii,Response�5pectrum Design R spoynseS"Oectrum M 0.45..` to (A 0.09 i 0.00. 0.2 . 0 0.40 0.6 0 OoRo Ioo 1.29 i.4o .11.5o L.80 2.oO' PerioAT (sac) T- (sec).* Poe PGA,, Ti, CRS, and CR, ya-lties-,please, view the detailed.'regbt. Although.this information is a product of t4e,U.S. Geologfcal Sbrvpy, V460 "6)ipres5ed-or implied`, as to the accuracyjoftfie data contained therein -This tool is not 6.,substitute for techriical.sUbject7matter k9owledge. j16 6- MIN. Blazer Industries, Inc. Engineering Design Calculations for Crain Park Job # 18670 09/01/16 Width = 8 ft 1 module Length = 12 ft Type: Restroom Location: Oroville, CA Dealer: Green Flush DESIGN LOADING - 2012 IBC / 2013 CBC Roof 20 psf 10/18/2016 Floor 50 psf or 2000 # Q,?,OFESslo M.SyFTel' z Risk Category II �� 59228 �- �z Wind � Basic Wind Speed 110 mph (Vult))r Exposure C (P �Q Seismic 9�F cm L�FO�� Site Class D CA SDs 0.560 Sol 0.326 Seismic Force- Special reinforced masonry -shear walls Resisting System Analysis Procedure Equivalent Lateral Note: this building sits on a concrete slab and concrete vault, both of which are engineered by others. INDEX OF CALCULATIONS Item GENERALLOADS USGS SEISMIC REPORT ROOF FRAMING CMU WALLS LATERAL LOAD/1 - LOAD/5 USGS/1 - USGS/4 ROOF/1 - ROOF/2 WALL/1 LAT/1 - LAT/2 PERMIT5tic - /SR CO, y CODREDEVELOPMENTSERVICES MEWED FOR DATE lU) OMPLIANCE 8Y LOAD/1 Crain Park Deadloads Date: 5/17/2016 Roof 7/16" sheathing 1.44 psf Comments Weathering layer Steel standing seam - 24 ga. 1.30 psf Underlayment 30# felt 0.30 psf Structural sheathing 5/8" sheathing 2.06 psf Nailers none 0.00 psf Framing 2x6 @ 24 0.95 psf Insulation R-13 fiberglass batts 0.40 psf Use Structural sheathing 7/16" sheathing 1.44 psf 10 psf Misc. minor overhead components 0.50 psf Ceiling Hardipanel - 5/16" 2.30 psf Use Studs 2x4 @ 16" Total 9.2 psf 10 psf Roof Beam and ledger 3 1/8 x 9 glulam 8.00 If incl. braces Rim 6x4x1 /8 tube steel 9.00 plf Use Vent Blocks 0.00 0.00 plf 105 psf Parapet/special fascia 0.00 elf Main 4" CMU - fully grouted Total Rim 9.0 pif Wall - Exterior Weathering layer Hardipanel - 5/16" 2.30 psf Structural sheathing 7/16" sheathing 1.44 psf Fire layer None 0.00 psf Studs 2x4 @ 16" 1.52 psf Insulation R-13 fiberglass batts 0.40 psf Inner sheathing 7/16" sheathing 1.44 psf Lining Hardipanel - 5/16" 2.30 psf Misc. Misc. components 0.50 psf Use Total 9.9 psf 10 psf Wall - Interior Structural sheathing 7/16" sheathing 1.44 psf Studs 2x4 @ 16" 1.52 psf Insulation R-13 fiberglass batts 0.40 psf Lining Hardipanel - 5/16" 2.30 psf Use Total 5.7 psf 105 psf Wall - Masonry portion Main 4" CMU - fully grouted 38 psf Insulation None 0.00 psf Inner sheathing none 0.00 psf Lining None 0.00 psf Total 38.0 psf 38 psf Floor Surfacing None 0.00 psf Concrete 8" thick - normal weight 100 psf Use Total 1 100.0 psf 100.0 psf Blazer Industries, Inc. dead loads-wts-dkg.XLS C LOAD/2 Crain Park Wind Loads - IBC Rim/roof depth = Date: 9/1/2016 Wind Load Information 4 in 12 => 0 = Overhang = ASCE 7-10 Basic wind speed Vult = 110 mph Envelope procedure Max height of roof zmax = 10.33 ft 1.61 4.385 Directionality - general for buildings Kd = 0.85 Other Assumptions: Importance Category 11 => case A Building is Enclosed Exposure C => Kzmax = 0.85 Building is Rigid (T< 1.0s) Topographic - no hill effect assumed Kzt = 1.0 -16.8 qz = 0.00256 Kz Kzt Kd V2 GCpi +/-0.18 gzmax = 22.4 psf Building Dimensional Information -6.8 -3.9 -3.2 Width = 8.00 ft h/Lw = 1.19 Edge strip: lesser of (0.1x M or (0.4 x eave ht.), but at Length 11 to ridge = 12 ft h/LL = 0.79 least greater of 3 ft. or (0.04 x W). Skirt/pony wall = 0 ft 9.4 Edge Strip a = 3.0 ft -8.1 Floor depth = 0.67 ft n/a End Zone 2a = 6.0 ft -11.4 Wall ht = 7.33 ft Rim/roof depth = 1 ft => Elev. _ Roof Pitch = 4 in 12 => 0 = Overhang = 10 in Eave ht = 8.72 ft Ridge ht = 10.33 ft h 2a h ride rids-eave w side ft 2.00 1.33 1.61 4.385 9 f 18.4 deg - h is eave ht for'flat' roofs; otherwise mean ht. h = 9.53 ft (Mean roof height) Kh = 0.85 qh = 13.4 psf Note: gh'0.6 for ASD load combos Main Wind -Force Resisting Normal to Surface System 1 (MWFRS) 2 3 from Fig. 28.4-1, 4 5 h <= 60 ft 6 1E 2E 3E 4E Trans GCp 0.52 -0.69 -0.47 -0.42 roof wall 0.78 -1.07 -0.67 -0.62 case A +GCpi 4.6 -11.7 -8.7 -8.1 12.6 -3.0 8.1 -16.8 -11.4 -10.7 -23.5 -GCpi 9.4 -6.8 -3.9 -3.2 -4.3 -16.8 12.9 -12.0 -6.6 -5.9 1 -18.4 Max 9.4 -11.7 -8.7 -8.1 100 n/a 12.9 -16.8 -11.4 -10.7 Long GCp -0.45 -0.69 -0.37 -0.45 0.4 -0.29 -0.48 -1.07 -0.53 -0.48 case B +GCpi -8.5 -11.7 -7.4 -8.5 3.0 -6.3 -8.9 -16.8 -9.5 -8.9 -GCpi -3.6 -6.8 -2.6 -3.6 7.8 -1.5 -4.0 -12.0 -4.7 -4.0 Max -3.6 -11.7 -7.4 -8.5 3.0 -6.3 1 4.0 -16.8 -9.5 -8.9 Components and Cladding (C&C) horizontal loads -25.2 Minimum vertical loads Pressure (psf) -18.5 end zone (ft) interior zone end zone interior zone windward OH 10.0 wall roof wall roof WW roof LW roof WW roof LW roof End linterior rans 18.8 -5.4 12.6 -3.0 -16.8-11.4 -29.5 -11.7 -8.7 -23.5 -18.4 long 14.0 -7.3 9.3 -4.3 -16.8 -9.5 -11.7 -7.4 -23.5 1 -18.4 trans roof projected -1.70 n/a 1 r -0.93 Minimum 100 n/a Components and Cladding (C&C) 10.0 -25.2 Minimum Area Pressure (psf) -18.5 Roof components (ft) Pos Neg Wall co Zone 1: Maximum 10 10.0 -14.5 Zone 4: Minimum 100 10.0 -13.2 Truss/Rafter 33.3 10.0 -13.8 Zone 2: Maximum 10 10.0 -25.2 Minimum 100 10.0 -18.5 Truss/Rafter 33.3 10.0 -21.7 Zone 3: Maximum 10 10.0 -37.3 Minimum 100 10.0 -29.3 Truss/Rafter 33.3 10.0 -33.0 Zone 2 OH: Maximum 10 n/a -29.5 Minimum 100 n/a -29.5 Zone 5: Zone 3 OH Area Pressure (psf) (ft) Pos Ne Maximum 10 15.8 -17.2 Minimum 100 11.8 -13.2 Door 17.8 15.2 -16.5 Stud 21.3 15.0 -16.4 Maximum 10 15.8 -21.2 Minimum 100 11.8 -13.2 Door 33.3 15.2 -19.9 Stud 0.3 15.0 -19.6 Maximum 10 n/a 1 -49.7 Minimum 100 n/a -33.6 LOAD/3 ' Crain Park Seismic Loads - IBC Date: 9/1/2016 Seismic Loads - IBC Importance factor = 1.0 Risk Category II Assume site class "D" For Concow Rd & Jeffrey Pine Ln, Oroville, CA 95965 39.768421, -121.511498 Ss = 0.660 Fa = 1.272 Sms = Ss Fa = 0.840 Fa interpolated from Table 1613.3.3(1) S1 = 0.260 Fv = 1.881 Sm1 = S1 * Fv = 0.489 Fv interpolated from Table 1613.3.3(2) SDs = 2/3 * Sms = 0.560 therefore Design Category D from Table 1613.3.5(1) Sd1 = 2/3 * Sm1 = 0.326 therefore Design Category D from Table 1613.3.5(2) R = 5 (special reinforced masonry shear walls - Table 12.2-1) rho = 1.3 ASCE? section 12.3.4.2, redundancy factor for Seismic Design Categories D through F Cs = Sds I / R = 0.112 [Eq. 12.8-2 ASCE 7] V = Cs W = 0.112 W [Eq. 12.8-1 ASCE 7] For basic load combinations, Fp =0.7 rho V = 0.102 W For diaphragms, Fp = 0.2 le Sds Wp (not less than) [Section 12.10.1.1) Fp = 0.112 Wp*.7 = 0.078 Wp Fp = 0.4 le Sds Wp (need not exceed) [Section 12.10.1.11 Fp = 0.224 Wp*.7 = 0.157 Bearing walls and shear walls - out of plane force [Section 12.11. 11 Fp = 0.40 SDs le WP>= 0.10 WP Fp = 0.224 WP WP equals weight of structural wall Wall anchorage forces [Section 12.11.2.11 Fp = 0.40 SDs ka le WP >= 0.2 ka le Wp [Eq. 12.11-1 ASCE 7] ka = 1.0+Lf/100 <= 2.0 [Eq. 12.11-2 ASCE 7] WP equals weight of wall trib to anchor Blazer Industries, Inc. Calcs-IBC2012v2.xls LOAD/4 Crain Park Building weight Mod 01 module width = 8 ft roof DL = 10 psf length parallel to ridge = 12 ft beam DL = 8 plf CMU ht = 7.33 ft Cap beam DL = 9 pif eave OH 1 = 10 in gable wall DL = 10 psf eave OH 2 = 10 in wall above CMU DL = 105 psf gable OH 1 = 60 in interior wall DL(nonCMU) = 105 psf gable OH 2 = 11 in exterior wall DL = 38 psf roof pitch = 4 /12 floor DL = 100 psf gable height = 1.33 ft floor tile DL = 6 psf LF of exterior wall = 40 ft wall tile DL = 4 psf LF of interior walls (CMU) wainscot DL = 110 pcf across width = 8 ft wainscot ht = 0 inches other direction = 0 ft wainscot thickness = 2.5 inches LF of int walls (nonCMU)= 0 ft floor the area = 61.36 sf wall the area = 190.5 sf Building weight Upper half Roof = (length+Goh1+Goh2)(width+Eoh1+Eoh2) = 173 sf 1732 Ib 1732 beams = 36 ft 288 288 exterior walls = 40 ft * ht = 293 sf 11142 5570.8 interior walls (CMU) = 8 ft * ht = 58.64 sf 2228.3 1114.2 interior walls (nonCMU) = 0 ft * ht = 0 sf 0 0 cap beams = 48 ft 432 432 gable walls = 10.64 sf 106 106 int. walls above CMU = 8 ft * ht = 10.64 sf 1117 1117 floor = length*width = 8 ft x 16 ft= 128 sf 12800 total 10361 floor tile = n. 368 wall tile = 762.03 weight above plumbing = 3 fixtures 150 Ib per fixture= 450 capbeams toilet partitions (CMU) = 0 at 950 Ib each = 0 3676 urinal partitions (CMU) = 0 at 380 Ib each = 0 area of CMU to subtract for openings = 42 sf -1596 door weights to add to openings = 500 concrete parts shipped = 650 wainscot = 0 misc weight = truss 183 misc weight = 0 total module weight = 31163 Ib M( Design Maps Detailed Report 2012 International Building Code (39.76842°N, 121.5115°W) Site Class D - "Stiff Soil', Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters USGS/1 Gain Memorial Park„ Jeffrey Pin... Oroville, CA 95965 39.76MI, -121.511498 Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1 (1) 111 From Figure 1613.3.1(2) !21 Section 1613.3.2 — Site class definitions Ss = 0.660 g S, = 0.260 g The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or kh s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 4001o, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: 1 ft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m 2 0 % USGS/2 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS <_ 0.25 SS = 0.50 SS = 0.75 S,-= 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 8. 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.660 g, Fa = 1.272 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period; i S,:50.10 S,=0.20 S,=0.30 S,=0.40 S,>:0.50 A 0.8 0.8 0.8 0.8 0.8 8 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.260 g, F„ = 1.881 USGS/3 , Equation (16-37): Equation (16-38): Shs = FdSs = 1.272 x 0.660 = 0.840 g S,„ =FSS, = 1.881 x 0.260 = 0.488 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = 2/ SMs = z/ x 0.840 = 0.560 g Equation (16-40): SD, = Z/ Sr„ = Z/ x 0.488 = 0.326 g USGS/4 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) ' SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF Svs RISK CATEGORY I or II III IV Sos < 0.167g A A A 0.167g:5 Sos < 0.33g 8 B C 0.33g:5 Sos < 0.50g C C D 0.50g:5 Svs D D D For Risk Category = I and SDs = 0.560 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1 -SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sol RISK CATEGORY I or II III IV So, < 0.067g A A A 0.067g < SDI < 0.133g 8 8 C 0.133g:5 SDI < 0.20g C C D 0.20g:5 So, D D D For Risk Category = I and Sol = 0.326 g, Seismic Design Category = D k , Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. r Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.govlhazards/designmaps/downloadslpdfs/IBC- r 2012-Fig1613p3p1(1). pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.govlhazards/designmaps/downloadslpdfs/IBC- 2012-Fig1613p3p1(2). pdf i y f ROOF/1 Crain Park Rafter Date: 5/17/2016 Dimensional Information Member Properties Total mod width = 8 ft Rafter Tail MLine rim thk = 1.5 in Grade DF#2 DF#2 Outside rim thk = 1.5 in Size 2 x 6 2 x 6 Rafter Length = 45 in A = 8.25 8.25 in12 Roof overhang = 10 in S = 7.56 7.56 in13 Tail inner ext. = 17 in I = 20.8 in14 Roof Pitch = 4 in 12 Fb = 900 900 psi Bldg least width = 8 ft Fv = 180 180 psi Rafter Spacing = 24 in oc E = 1600 ksi NDS Coefficients Cf = 1.30 1.30 Cr = 1.15 for repetetive members Ci(b) = 1.00 1.00 Downward Cd = 1.15 Ci(E) = 1.00 1.00 Uplift Cd = 1.60 E' = 1600 ksi Species Z fctr = 1.00 for connections F'bdown = 1547 1547 psi F'vdmn = 207 207 psi Loading Rafter Loads R(MLine) R(eave) DL = 10 psf Down = 94.0 plf over interior portion 176 # 255 Interior Lr = 37 psf 94.0 plf over eave portion Eave Lr = 37 psf Wind - 2012 IBC C&C (0.6D + W) Edge strip "a" = 36 in Net up = -15.6 plf over zone 1 -67 -108 Zone 1 uplift= 13.8 psf Net up = -31.4 plf over zone 2 interior Zone 2 uplift = 21.7 psf Extends 26 " from eave Eave uplift = 29.5 psf Net up = -19.6 plf over zone 2 eave portion Analysis based upon gravity loading Rafter Mmax = 2.0 k -in; fb = 262 psi < 1547, OK Vmax = 176 #; fv = 32.0 psi < 207, OK Amax = 0.01 in = L/ 3581 OK Tail Mmax = 0.4 k -in; fb = 52 psi < 1547, OK Vmax = 78 #; fv = 14.2 psi < 207, OK Connections Upward reactions are based on maximum of applicable uplift scenarios 10d endnail = 72 # down 10d x 1.5" = 107 # down 16ga x 1" = 60 # down 100 # up 149 # up 83 # up Location R Ibs Re 'd # of fasteners Wine Rim Fasten rafter to MLine rim/beam w/ Down 176 3 10d endnailed, 3 10d x 3" nails through rim. + 0.0 10d in ledger Up 67 3 10d endnailed, + 0.0 Eave Rim 255 3 10d endnailed, + 0.4 10d x 1.5" in tie/hanqer Up 108 3 10d endnailed, 1 + 0.0 Fasten rafter to eave rim w/ 3 10d x 3" nails through rim. - vaq-- ROOF/2 -%*A MT14 -, (? 1. 115 5, 15 1 .55' 6.0 (a 1 7,124 NNh517 Gv- ok.-, WALL/1 Crain Park Masonry walls 4" x 8" Masonry Block Walls Special reinforced masonry shear walls min. reinforcement sect. 1.17.3.2.3.1 #4 bar = 0.196 sq in 0.0007 min. either direction #3 bar= 0.110 sq in total h & v — 0.002 (2) 8 ga wire = 0.0412 sq in 0.162" dia (2) 9 ga wire = 0.0345 sq in 0.148" dia < 0.052, (2) 9 ga @ 8"oc < 0.083 sq in, #3 @ 16"oc OK (total) < 0.083 sq in, #3 @ 16"oc OK (total) Ap = 0.083 + 0.052 = 0.135 sq in > 0.087 sq in, OK Provide min. #3 rebar verticals @ 16"oc and two 9 ga wire horizontals @ 8"oc Also provide #4 rebar verticals at corners, within 16" each side of openings, within 8" each side of movement joints and ends of walls and at max. 120" oc. Horizontal reinforcement is required at bottom and top of wall openings and must extend 24" or — 40 bar diameters past openings. Allowable Shear Stress sect. 2.3.5.2.2 ACI 530-08 F'm = 1500 psi For M/vd < 1, Fv=(1/3) (4 - M/vd) sgrt(F'm), (80-45 M/vd) maximum (equation 2-25) For M/vd — 1, Fv = 1.0 sgrt(F'm), 35 psi maximum (equation 2-26) V = 526 # for masonry taking all shear M = ht *1.5V = 69400.4 in -Ib d= 1.8 in M/vd = 73 > 1.0, therefore Fv = 1.0 sgrt(F'm) = 39, use 35 psi Fv*b = 127 pli = 1523 plf min. wall length = 1.5V/(Fv*b) = 0.5 ft No additional reinforcing required. Check Flexural reinforcement required for wind load (lateral) 4 x 8 Masonry Block Walls (7.33' tall wall) height = 7.33 ft w = wind = 18.8 psf fully grouted n = 25.78 Seismic out -of -plane force, Fp = 0.224 W d (centered) = 1.81 in W = 38 psf Fp = 8.512 psf #3 vert @ 16"oc, As = 0.083 sq in max = 18.8 psf p = As /bd = 0.00382 pn = 0.098 k = sgrt(2pn+(pn)12)-pn = 0.356 j = 1 - k/3 = 0.881 M = wh12/8 = 126 ft -Ib fs = M/Asjd = 11428 psi < 1.33Fs = 32,000 psi, OK fb = 2M/jkbd^2 = 245 psi < Fb = 1/3(1500)*1.33 = 665 psi, OK V = wh/2 = 69 Ib fv=V/bid = 3.59 psi <Fv=1.0sgrtfm=39 psi, OK Provide min. #3 rebar verticals @ 16"oc and two 9 ga wire horizontals @ 8' Blazer Industries, Inc. b min. steel principal width length Area x 0.0007 x0.0013 Horizontal 3.625 12 43.5 0.030 Vertical 3.625 12 43.5 0.030 3.625 12 43.5 0.057 Total x 0.002 3.625 12 43.5 0.087 < 0.052, (2) 9 ga @ 8"oc < 0.083 sq in, #3 @ 16"oc OK (total) < 0.083 sq in, #3 @ 16"oc OK (total) Ap = 0.083 + 0.052 = 0.135 sq in > 0.087 sq in, OK Provide min. #3 rebar verticals @ 16"oc and two 9 ga wire horizontals @ 8"oc Also provide #4 rebar verticals at corners, within 16" each side of openings, within 8" each side of movement joints and ends of walls and at max. 120" oc. Horizontal reinforcement is required at bottom and top of wall openings and must extend 24" or — 40 bar diameters past openings. Allowable Shear Stress sect. 2.3.5.2.2 ACI 530-08 F'm = 1500 psi For M/vd < 1, Fv=(1/3) (4 - M/vd) sgrt(F'm), (80-45 M/vd) maximum (equation 2-25) For M/vd — 1, Fv = 1.0 sgrt(F'm), 35 psi maximum (equation 2-26) V = 526 # for masonry taking all shear M = ht *1.5V = 69400.4 in -Ib d= 1.8 in M/vd = 73 > 1.0, therefore Fv = 1.0 sgrt(F'm) = 39, use 35 psi Fv*b = 127 pli = 1523 plf min. wall length = 1.5V/(Fv*b) = 0.5 ft No additional reinforcing required. Check Flexural reinforcement required for wind load (lateral) 4 x 8 Masonry Block Walls (7.33' tall wall) height = 7.33 ft w = wind = 18.8 psf fully grouted n = 25.78 Seismic out -of -plane force, Fp = 0.224 W d (centered) = 1.81 in W = 38 psf Fp = 8.512 psf #3 vert @ 16"oc, As = 0.083 sq in max = 18.8 psf p = As /bd = 0.00382 pn = 0.098 k = sgrt(2pn+(pn)12)-pn = 0.356 j = 1 - k/3 = 0.881 M = wh12/8 = 126 ft -Ib fs = M/Asjd = 11428 psi < 1.33Fs = 32,000 psi, OK fb = 2M/jkbd^2 = 245 psi < Fb = 1/3(1500)*1.33 = 665 psi, OK V = wh/2 = 69 Ib fv=V/bid = 3.59 psi <Fv=1.0sgrtfm=39 psi, OK Provide min. #3 rebar verticals @ 16"oc and two 9 ga wire horizontals @ 8' Blazer Industries, Inc. Crain Park Lateral des Buildinq Dimensional Information Width = 8.00 ft Length 11 to ridge = 12.00 ft Skirt/pony wall = 0.00 ft Floor depth = 0.67 ft Wall ht = 7.33 ft Rim/roof depth = 1.00 ft => Elev. _ Roof Pitch = 4 in 12 =� 0 = Overhang = 10 in Eave ht = 8.72 ft Ridge ht = 10.33 ft LAT/1 Date: 9/1/2016 h/Lw = 1.29 Discontinuity: lesser of (0.1x W) or 10 ft. h/LL = 0.86 1 Discontinuity = 0.8 ft Cap beam to support top of walls 2 or 3 out -of -plane 9 f 18.43 deg Load (seismic) = F(38 psf) (wall ht/2) = 31.20 plf I = 11.4 in14 Load (wind) _ (P psf) (wall ht/2) = 60.11 plf S= 3.81 in13 max = 60.11 plf P(wind) = 16.4 psf I = wall length between supports = 8.00 ft F= seismic factor = 0.224 ' Sr = 1.5 w I^2/(1850'1.6) = 1.95 in"3 < 3.81 , OK , delta max = 1/240 = 0.40 in delta = 5 WIA4 1728/(384*291.8E6'1) _ 0.27 in delta — 1/240, OK 3 1/2"x6" 24F -V4 glulam OK. Blazer Industries, Inc. IBC 2012 lateral design.xls Crain Park Lateral design Width = 8.00 ft Length to ridge = 12.00 ft Wind P 11 to ridge = end p = 14.0 psf mid p = 9.3 psf 2a= 6.0 roof = end p*2a*h1+mid p*(W-2a*2)*(h1+r)1/2= 105 # wall = end p*2a*2*wall ht/2+mid p*(W-2a*2)*wall ht/2= 610 # P 1 to ridge = end p = 18.8 psf mid p = 12.6 psf roof = wind summed at roof is negative, so zero 0 # wall = end p*2a*2*wall ht/2+mid p*(L-2a*2)*wall ht/2= 1052 # LAT/2 ht @ 2a = 2.25 ft (h1) ht @ rdg = 2.25 ft [r] Wind controls Wind controls Seismic controls Wind controls Seismic weight from LOAD/4 weight above top of walls W = 12258 Ib V = 0.012 W 147 Ib W = 2788 Ib 1/4 snow = 0 V = 0.012 W 33 Ib total = Ib V = 0.012 W 147 Ib (diaphragms) V = 0.012 W 33 Ib (diaphr Roof diaphragm Assumption is wall loads are resisted by cap beams Case I V = 17 # unit shear = V/width = 2 pit, < 185 6/12/6 unblocked Case III V = 53 # unit shear = V/length = 4 pit, < 140 6/12/6 unblocked Sheathe roof with 19/32" APA Rated sheathing (40/20). Fasten to 2x rafters with 0.113 x 2" nails @ 6"oc edge, 12"oc field, 6"oc perimeter. tlnner Shear walls /ahnve ran heamsl load from roof dienhraam SDS 1/4x3 screws I-asten min. mb- AVA Kateo sneatn Fasten wall bottom plate or rafters to Lower Shear walls (CMU) 280 Ib = 211 pit @ 16"oc one side of all walls, with 16 ga x 1 1/2" staples at 6"oc edge,12"oc fie beam (glulam) with SDS1/4x3 screws at 16"oc. load from roof diaphragm/shear walls above and weight of CMU walls to capbeam Grid L ft tributary width ft % I or w total V Ib v l x 1.2 Anchor t Grid V Ib L ft v I shear wall v conn wall plate connections 2 30 8.00 4 < 170, 16 ga staples at 6"oc one side, OK 4 SDS @ 16"oc 3 15 8.00 2 < 170, 16 ga staples at 6"oc one side, OK 2 SDS @ 16"oc A 53 12.00 4 no wall - cap beam 5 SDS @ 16"oc B 53 12.00 4 no wall - cap beam 5 SDS @ 16"oc SDS 1/4x3 screws I-asten min. mb- AVA Kateo sneatn Fasten wall bottom plate or rafters to Lower Shear walls (CMU) 280 Ib = 211 pit @ 16"oc one side of all walls, with 16 ga x 1 1/2" staples at 6"oc edge,12"oc fie beam (glulam) with SDS1/4x3 screws at 16"oc. load from roof diaphragm/shear walls above and weight of CMU walls to capbeam Grid L ft tributary width ft % I or w total V Ib v l x 1.2 V conn Anchor t 2 4.00 4 0.50 526 132 631 0.7 3 8.00 4 0.50 526 66 631 0.7 A 12.00 6 0.50 305 25 366 0.4 B 8.00 6 0.50 305 38 366 0.4 total V per wall = Vtotal (from above)*percentage of building (tributary area) in that direction 1/2" diameter rebar: T= 1410 # V = 850 # 40d = 20 in anchor qty = V/850 416" fillet weld = 2784 pli 7asten 3 1/2x6 glulam wall cap to CMU wall with 1/2" diameter threaded anchors per wall as shown in chart above. 'rovide min. 3 1/4" x 3 1/4" x 3/16" thick steel plate welded to 1/2" x 20" long rebar with 3/16" fillet weld. Min. anchors er chart for each wall. Fasten cap tube to each plate with min. 1 1/2" fillet weld each. Spacing not to exceed 48" oc. Blazer Industries, Inc. IBC 2012 lateral designAs