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HomeMy WebLinkAboutG & S STRUCTURAL ENGINEERS- 20-00139 - 890 W Main St - John Adams AdditionCity of Rexburg Garage Portal Panels STRUCTURAL DESIGN CALCULATIONS Client: City of Rexburg Idaho Designed by: Bob Gustafson Project # 03369 TABLE OF CONTENTS PAGE DESCRIPTION 1.1-1.6 Wind Analysis 2.1-2.4 Seismic Analysis 3.1-3.6 Portal Panel Design 4.1-4.3 Supplemental APA Technical Data 5.1-5.3 Design Summary Details END G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@dataway.net Fax: (208) 523-6922 TABLE 1609.6.2.1(1) h m w LY En O a x w rl O LL CD Q O J Z W H U) (.7 Z _Ln W W W U crO u- 0 ❑ _Z Z Q a a N 0 N !� — r! 'n 00 O0 N M V N N P r- M— r M V r". N V: — r! Q h u � r` � V1 1� Cr oC t` 0` r• OC _ O OC O M N C — V — J J 3 ? 00 N `7 r 1 x — N 00 r`? OC 7 t` r- — r• r r �L` N r- x C, 'O OC 00 C` r OC C_ W N p� O M O N O N N O W r O �C C M !` r -- . 0 — . r.,: 0. O O+ M 00 1 M V O` 2 M X Op O N O N V — M W M - - G\ OC .M.. .Ny 'cr M V 00 �O V' [� N C\ r 00 N C 00 rn _ oC y p 'n '.' !n N y� 'n 00 vi Qc P Q` O O N O O\ O M M v1 M v1 ^ M d > C N — L� r in O O O O N N J N O v `m O\ O O M t` V M V V' O L� W N M M M 0 M M pMp c— { V 3C rn � Qy 3 O ^ M ^ -7 O C O O �O r Vi �D W r 00 C G1 0p C O\ C N— O N M N M h V M J N J — J Q O O ^�rMM�M O O M M M M W— C T 4` — d; V' 7 �O IO ^ EO D\ D\ O C O 3 `m oo oo� 00 00 00 00 a rn-o— �^o �?a r- c,rn m 20 d � U� r — C O N j — ._ — ry — p a Lu 10 00 •O O 0o w . v v — — p� — c^ - M M M M V L- V r, 7 0o x o0 C 7 — N N N 00 N N N C.1 n N N aC, N O N CO N m O O y Q O C — 'o � O O � O V N v1 V' O J � 00 v1 — N r• 1� N Vl � O N ^ -� N N N � — F Z O 0 0 T N 0O n c, r N o0 N N 7 .... O 00 O D\ M �p U C\ —_� cr N O m V 0O , 7 D\ 00 N 00 M U C (� V C ,^ 00 ri^ N — O+ ON N O — ^ M N U C W m C` V '� C 00 C, r `n N \D 10 N 00 Cr- 00 00 M U 00 N r, h V n O V Q N— Vl N V 7 r- 7 N N--4 Ly W n Vy V V VI IN VCA Icd VCiC I dA Z¢J oOrq C ODof C V ¢r _ O N _oQoO OV OVC O Q QO M M M OM O Z p v c v m N c r c r c v c OLu E` C E9 CU C 00 C n ❑ y I 3 �W L CL a 00 O O O 'n O O_ O E�'J En O. E U N N V QI ti M STRUCTURAL DESIGN 322 2000 INTERNATIONAL BUILDING CODE@ �,� STRUCTURAL DESIGN WIND DIRECTION RANGE FIGURE 1609.6(1) MAIN WINDFORCE (MWF) LOADING DIAGRAM 2000 INTERNATIONAL BUILDING CODE FIGURE 1609.6(1) INTERIOR ZONE Project Designed By Project No Date {2 vi PTA H (14 � '�),A-D (10 i Ykt 2r V3 G&S Structural Engineers Sheet I ,% Project Designed By G �I 111 91 AI = -i,vx 2 x :g A� Y- I/'- x W,� wZ A3 t2 Y- 1 ' 1' a f Llai d i _ r✓ % � L , Project Date � t -F% jr--7- r l off(, (o•L I)i�� (la G&S Structural Engineer .nee+ �1 f4 - lo 7- G&S Structural Engineer .nee+ Project Designed By 6- a G444-'- -nl- 2b' 67 A Imo) q/-) (11 5) �b 1b'tzlT` L�frii� G&S Structural Engineers Project No. Date E -z :�Z r - -7 Nam Sheet 1'-,r Project Designed By G¢Wc- CAS I>�L w Project No �v frre-N- a)�, L64 Date G&S Structural Engineers Sheet ► x 7, �' x 2 x a x x ►?j'j j�i,2� �F3 12 x 4-• LGA x ca '� bad- 22Qr: G&S Structural Engineers Sheet ► City of Rexburg Garage portals Date and Time: 8/19/2003 2:10:06 PM MCE Parameters - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = -111.609017 Data are based on the 0.10 deg grid set Period SA SA (sec) (%g) (sec) 0.2 060.6 Map Value, Soil Factor of 1.0 1.0 019.3 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 080.0 Soil Factor of 1.32 1.0 039.2 Soil Factor of 2.03 MCE Parameters - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = -111.609017 Data are based on the 0.10 deg grid set Period SA (sec) (%g) n.2 n6n.6 Map Vali ie, Soil Factor of 1.0 1.0 019.3 Map Value, Soil Factor of 1.0 MCE SPECTRUM x SOIL FACTORS Fa = 1.32 Fv = 2.03 Period SA (sec) (%g) 0.000 032.0 0.4FaSs 0.098 080.0 To 0.200 080.0 T=0.2, FaSs 0.490 080.0 Ts 0.500 078.5 0.600 065.4 0.7nn n56.1 0.800 049.1 0.900 043.6 1.000 039.2 T=1.0, FvS 1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020.7 2.000 019.6 Designer: Robert J Gustafson Date: 8/19/2003 Project: City of Rexburg Garage wall portals SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy: (Table 1604.5 and Table 1607.1) Residential Building Category or Seismic Use Group: (Tab(e 1604.5 and 1616.2) Building Category = I Seismic Importance Factor: (Table 1604.5) I = 1.00 Soil Site Class: (1615.1.1) Site Class = D Response Modification Coeff. R: (Table 1617.6) R = 6 Building Location: (Latitude & Longitude, or Zip Code) Approximate Fundamental Period, Ta: h„ = Height (feet) above base to highest level of building. hn = 15 Ct = Building Period Coefficient (See 1617.4.2.1) Ct = 0.02 Calculate Approximate Fundamental Period, Ta: CT*h„3l4 Ta = 0.152 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) Ss = 0.606 g 1 Second Period, S1: (CD rom) S1 = 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: Fa: (Table 1615.1.2(1) or CD rom) Fa = 1.320 g FY: (Table 1615.1.2(2) or CD rom) F = 2.030 g SMs: = FaSs (Eq. 16-16 or CD rom) SMs = 0.800 g SM1: = FvS1 (Eq. 16-17 or CD rom) Seel = 0.392 g Design Spectral Response Acceleration Parameters: (1615.1.3) SDS = 213S = (Eq. 16_18) S°s = 0.533 _4 Sol = 213Srii1 = (Eq. 16-19) S°1 = 0.261 g Nature of Seismic Use I Table 1616.3.1 Table 16 6.3.(2) Largest SDC from Tables 1616.3.(1)&(2) SDC* to Use for Occupancy Group SDS SDC" S °' SDC Design Residential I 0.533 * SDC is the "Seismic Design Category" S1 = 0.193 ** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1 -second periodm S1, equal to or greater thatn 0.758, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. Designer: Robert J Gustafson Date: 8/19/2003 Project: City of Rexburg Garage wall portals General Procedure Response Spectrum: To=.2Sd1/Sds= Ts=Sd1/Sds= For periods <_ To: Ts >_ For periods >_ To: Sa .6(Sds/To)*T+.4Sds Sa = Sds Z 0.600 O H 0.500 W J W v 0.400 W z UO) 0.300 O !k - LU LU 0.200 J 0.100 U W CL cn 0.000 G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 (1615.1.4) To = Ts = For periods > Ts: Sa = Sd1/T 0.0 0.1 0.5 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 PERIOD T Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D** and S1 is less than 0.6 thus Cs min = 0.044Sds(le) Cs shall not be less than: C = 0.044Sds(le) = 0.023 } (Eq. 16-37) Cs calculated Cs = Sds/(R/le) = 0.089 } (Eq. 16-35) Cs need not exceed: Cs = Shc/((R/le)*T) = 0.286 } (Eq. 16-36) Cs used for design of Seismic base shear = 0.089 Seismic Base Shear: V = Cs*W (Eq. 16-34) See Section 1617 for the Em to use in the load combinations of Section 1605.4. QE = The effect of horizontal seismic forces = Seismic base shear (V) = Cs*W Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by: E = p*QE + 0.2*SDs*D (Eq. 16-28) Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use in Formulas 16-6, 12, and 18 shall be defined by: E = p*QE - 0.2*SDs*D (Eq. 16-29) 0.098 g 0.490 g T=pi Sa/g 0.0 0.213 0.1 0.533 0.5 0.533 0.6 0.435 0.8 0.326 1.0 0.261 1.2 0.218 1.4 0.187 1.6 0.163 1.8 0.145 2.0 0.131 �?A Project lily �'i71r i �fz�t,. P) Project No. Date Designed By vw1 �4'Y2- G�w Ia" Qvj6L 0 AP,,,� = 2� xZ1 �rlli.Di+�L� U✓1- 1.-✓ cv�yh" - 1 �v ,i V G&S Structural Engineers 4 ?Zq S P U�Uf,1 fly ��6 1' P� f' Sheet 4" Project Project No. Da Designed By I-_ F z�gS 6 f V = �q3 / I - z� s 44-1. TLf G&S Structural Engineers NK Lm 6 k- �4�e 1�-. 4/ J- t4vE R-7 z of�- r Sneet Table 8.2E Bolt Design Values (Z) for Single Shear (two member) Connections' -2,3 for sawn lumber to concrete' Thickness G=0.67 G=0.55 G=0.50 G---0.49 G=0.46 „ - V o U E Red Oak Mixed Maple Douglas -Fir -Larch Douglas -Fir -Larch (N) Douglas -Fir (S) E [a Southern Pine (open grain) Spruce-Pine-Fir(S) Hem-Fir(N) E 0 U Western Cedars LQ Western Woods tm in. is in. D in. Zil Zl ZII Zt I. ZII Zl Z Z lbs. lbs. lbs. lbs. Ib lbs. lbs. Ibs. lbsl. lbs. 0. 00 730 460 660 400 620 370 620 360 600 350 0.625 = 1020 ... 630;;, :;'.: 930; `' .:;."5.60%_:.- - j 520 r . ; 880 520 860 470 1.5 0.750 1380 850 1270 660 1220 580 1210 560 1180 520 0:875 4800 ' 960 =='. `.1670;=`;° " :Z20" _;: ;:w�1610`; :630.=. .; :'.1600 600' 1570 550 1.000 2280 1020 2140 760 2080 680 2060 640 1930 600 6.0 0.500 0.625 780 560 ` 750 510 730 1`0 460 720 450 710 430 and -2.5 0.750 1220 770_:'. j i 1170."i; ° s: ;.'650' '• '_;;'>.1140.., 600 ` ° 1130 590 1080 560 and 2.5 0.750 1760 970 1560 830 1480 780 1460 760 1410 730 greater 0.875: ':';2190 120.0;:' .; :;1960 `". 990: ` :1850 970;, 1790 920 1.000 2670 1470 2420 1280 2310 1120 2290 1080 .: 2220 1000 0.500 780 560 750 520 730 490 720 490 710 470 0.625. 850:X1:':140:; 1090;'.. i ;. <600 .. a. .7,c :; 1130. 7,00,:.... 1110 660 -3.5 0.750 1760 1150 1680 950 1640 880 1630 860 _ 1600 820 0.875. ;.2390 1370='•. '::'2280;' : -1'16Q ' ` ;;;2230:.. 1070 2210 1050 2120 1000 1.000 3120 1620 2850 1390 1 2700 1300 2670 1270 2570 1230 Thickness G=0.43 G=0.42 G=0.37 G=0.36 G=0.35 v Hem -Fir Spruce -Pine -Fir Redwood Eastern Softwoods Northern Species E [a (open grain) Spruce-Pine-Fir(S) E p U Western Cedars Western Woods tm in. is in. D in. Z11 Zl ZII Zl Z11 Zl ZII Zl ZII Z lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1 lbs. lbs. 0.500 570 330 570 330 530 300 520 290 510 280 0;625"=.,' `.'830 420`< :.` ,.' .'820` %410 T :-780" 350" 7.70 "" "'330:: 760 c 320 1.5 0.750 1150 460 1140 450 1090 370 1080 360 ; 1060 350 0.875 1530 5(M,-;. 1520.' ,::.x,:450 1.360 410 1330 390 1,280 370 1.000 1800 540 1760 520 1560 440 1520 420 .. 1460 400 6.0 0.500 700 400 690 390 670 350 670 340 660 330 0.625 ;1040 :.530wz:'. 102'0• u520 ;`.950 ':'480:; :: 930 t 910 '•'450. -: and 2.5 0.750 1350 690 1340 680 1250 620 .:..".460; 1230 600 1200 580 greater 0.875 1720 830'" 1700'.810 1600 680 1580 660 1550 610 1.000 2150 900 2130 880 2010 720 1990 700 1960 680 0.500 700 460 690 450 670 420 670 400 660 400 0.625. "°:.1090 610." - 1090;'.. i ;. <600 1050 =540 1040 520 1030 510 3.5 0.750 1570 760 1560 750 1490 670 1470 660 1430 650 0.875 2030 940 2000 930 1850 850 1830 840 1780 810 1.000 2460 1170 2430 1150 2260 1020 2230 980 2180 940 - - -�• -, - �, ��:���� xwan uc mmupuea by au applicable adjustment factors (see Table 7.3.1). 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Reference 6) with a bending yield strength (F,b) of 45.000 psi 3. Tabulated lateral design values (Z) are based on a dowel bearing strength (F,) of 6,000 psi for concrete with minimum f', - 2000 psi. 4. 6" anchor embedment assumed. - AMERICAN WOOD COUNCIL nic viol renes nas countersunk nail slots for a lower nailing pro- file. Coined edges ensure safer handling. The RPS meets IBC, IRC, UBC and City of Los Angeles code requirements for pipes in walls. Install Strap Ties where plates or soles are cut, at wall intersections, and as ridge ties. LSTA and MSTA straps are engineered for use on 11/2' members. The 3" center -to -center nail spacing reduces the possibility of splitting. For the MST, this may be a problem on lumber narrower than 31/2% either fill every nail hole with 1Odx11/2" nails or fill every other nail F i MSTI STITCH NAILING — OFDOUBLE STUDS BY OTHERS 126 I= o- i 1 MST LSTI Floor -to -Floor Tie Installation showing a Clear Span d7 SI IMN hole with 16d commons. Reduce the allowable load based on the size and quantity of fasteners used. The LSTI light strap ties are suitable where gun -nailing is neces- sary through diaphragm decking and wood chord open web trusses. FINISH: HST—Simpson gray paint; PS—HDG; all others—galvanized. Some products are available in stainless steel or Z -MAX; see Corrosion -Resistance, page 7. INSTALLATION: Use all specified fasteners. See General Notes. OPTIONS: Special sizes can be made to order. See also HCST. CODES: See page 8 for Code Listing Key Chart. 9"6' LSTA and MSTA MSTAM36 (pilot holes not shown) +•ih O�p��'.0 .0 -� 00o SIMVSON �Oo„c 770 --000 .o -, 0 , 0 .0-. 0 0 0 0 0 a .'0 -0 0 0,0 I.-3•-1 MSTC28 HST ' - ----- ; /� 2'k' HST2 and HST5 HST2 1-1S75 1Ya 3' HST3 and HST6 HST3 HST6 MST] Installation (MIT hanger shown) LSTI similar lyplcal LSiI Installation UU) " I"- ST9, ST12, ST18,ST22 11 Z 0 2 U U 0-1 i' - O .o � ¢ LL =LLILL a LL O m .d • L LL ST o � L +•ih O�p��'.0 .0 -� 00o SIMVSON �Oo„c 770 --000 .o -, 0 , 0 .0-. 0 0 0 0 0 a .'0 -0 0 0,0 I.-3•-1 MSTC28 HST ' - ----- ; /� 2'k' HST2 and HST5 HST2 1-1S75 1Ya 3' HST3 and HST6 HST3 HST6 MST] Installation (MIT hanger shown) LSTI similar lyplcal LSiI Installation UU) " I"- ST9, ST12, ST18,ST22 11 Z 0 2 U U 0-1 r •=•= ......... PS 720' 63; 20 8 MST172 ovo� aoau Yz 16 52-1Odxt'/z 3190 3830 Dimensions, Fasteners (Total) - - Allowable Tension Loads 1. Loads have been increased 33% and 50% for earthquake or wind loading Model --r -- -- --- — - - -- -- with no further increase allowed Floor loads may not be = - N0. Ga Bolts Nails -s BOItS Code increased for other load durations W L Nails Qty Dia Floo Floor Ret. 2 10dxl v," nails may be subshtuled where 16d sinkers are specified 0.80 100r (1,0r) ) (133) (160) (100) (133) (160) at of the table loads 3 10d MST27 2X6 27 30-16d 4 2070 commons may be substituted where 16d sinkers are specified MST37 12 2y16 37y 42-1 6d , 6 /, 2860 2760 3815 2790 3815 1295 1725 2070 at 100°% of table loads 4 16d sinkers l9 gauge z 31. f or 10d commons may be MST60 • 2X6 48 46-16d 8 3345 4460 1825 2435 2920 substituted where 16tl commons are specified at 0 84 of the sable loads MST60 2y,6 60 _ 10 4460 2225 2970 3560 5 Allowable bolt loads are based ort parallel -to -grain loading and these MST72 10 2X6 _56-16d 2 72 56-16d y 10 4350 5800 5800 2670 3.565 4275 3 at 88 minimum member thicknesses MST -2'2 HST2 and HST5-4 HST3 and HST6-4', H$T2 _ 2y 2 — 6 3 4350 5800 5800 2670 3565 4275 6 PS strap design loads must be determined oy the mild HST5 7 5 12 — 3130 4175 5005 ng jessgner for each installation Bolts are installed both perpendicular and HST3 _21y 3 - 25yz — 7j 6 — — — 6385 8510 - 10210 Parallel -to -gram HST6 6 25y — - y 12 j - - - — — — 4645 6195 7435 .. :::..._ ... (half 'in — — 9350 12465 14955 7 Use of the nails each member being connected to achieve the listed loads 8 For overlap splice detail¢ rpfpr to TrnncT 127 SIMPSON StCwx ma The STHD is an embedded strap tie holdown with high load capacity and a staggered nail pattern to help minimize splitting. FEATURES. • The strap nailing pattern allows for nailing to the edges of double 2x's. • A slot below the embedment line allows for increased front to back concrete bond and reduced spalling. • Strap nail slots are countersunk to provide a lower nail head profile. • Rim joist models accommodate up to a 17" clear span without any loss of strap nailing. • Coined edges enhance safe handling. MATERIAL: LSTHD8, LSTHD8RJ-14 ga, all others -12 ga. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • See Post Tension information on page 25. • Install before concrete pour with a StrapMate, or other holding device. • Nail strap from the bottom up. Strap may be bent one full cycle. • Bending the strap 90° to aid wall placement may cause spalling behind the strap. If the spall is 1" or less, measured from the embedment line to the bottom of the spall, full loads apply. For spalls between 1" and 4" (see illustration), the allowable load is 0.90 of the table loads.3� • For two pour installations spalling is measured from the first pour. • Where fewer fasteners are used in the structural wood member, reduce loads according to the code. , • Unless otherwise noted, do NOT install where: (a) a horizontal cold joint exists within the L embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, Nails are or the slab is designed to resist the load countersunk imposed by the anchor; or (b) slabs are for a low profile', poured over concrete block foundation walls. strap surface. 4 • To get the full table load, the minimum center- EMBEDMENT ° to -center spacing is twice the embedment depth LINE when resisting tension loads at the same time. 7 • There is an increase in the amount of deflection l if the strap is installed on the outside of the shear panel instead o - Ask for Form T-PLYW( FOUNDATION CORNEF reduced for less than I use the code allowable ..ODES: See page 8 for Code ° ONE 14 ° REBAR IN • SHEAR CONE ° 12 - MIN. ° REBAR LENGTH MIN. REBAR LENGTH ti END OI$TANCE Typical STHD Corner Installation on 3-2x studs (for 2 pour, see footnote 4.) SPALL REDUCTION SYSTEM FOR STHD AND HPAHD FEATURES 1® - • Secures holdown to wood form -board. • Allows for proper side -cover. / • Keeps strap vertical. i • Prevents tilting or twisting of strap during the concrete pour. • Uses one 16d duplex nail. BENEFITS • Greatly reduces spalling and costly retrofits. • Prevents strap movement parallel and Perpendicular to plate. • Decreases possibility of misinstallation Keyhole Feature of strap to wood member. Patent Pending • Simple to use: - Common jobsite nail. - No additional expense. When using keyhole feature, care should be taken when removing form boards. If concrete is not set, the duplex nail will move the strap placement. SlutU.S. Patent 5,813,182 NAILED 4. POST_,. •°° ° PORTION eSIMILAR aP MIN. `REBAR REBAR LENGTH ° % 7; IN SHE/AR CONE`` $PALLING r' 'I W AtR I REDUCTIO (L) - a = 'ROM FROM \LENGTH// Standard /Rim Joist Stem m "CARNEfl' lNil e as Typical STH014RJ �- --- Rim Joist Application Std Model Joist STRAP 1 y,- psi Y„° y le y., 1y„ le 'y 1Y 4 STYLE -- HORIZONTAL HOEDOWN PROJECTION i 2000 psi Concrete 2500 psi Concrete 3000 psi Concrete 1 LSTHD8/LSTHD8RJ 6 OF EMBEDODED 8 24-16d sinker 5918 1695 1695 1695 1825 1825 1825 1950 1950 1950 - -- PORTION 2 ., 35'-, 8 24-16dsinker 7167 1760 2050 2345 1950 2210 2385 OFSTRAP STH Din ISTHD10RJ �6-� 23y 36y 10 28-16d sinker HOLDOWN 3185 3185 3185 ! ' i ! 4 SLAB 14 38-16d sinker 15080i3235 4220 4805 3800 4295 4805 f F MAX LSTHD8 LSTHD8RJ 8 Ie 8 24-16d sinker 5918 1695 1695 1695 1� 1825 2335 1950 1950 2975 ~i LOCATE ONE Embedment 7_577 2370 2370 3195 2370 2370 3195 2370 2370 3195 e4 REBAR WITHIN Igih X12' -r-- 11780 2745 x2745 372_5 2990 i 2990 3725 HATCHED AREA I. Rebar 31 9 39/ 14' 38-16d sinker (MAY BE 19th CONCRETE – FOUNDATION FOUNDATION REBAR) BY OTHERS lion 5) Two Pour Rebar Installation *Maintain minimum rebar cover, per ACI -318 concrete SPALLING LOAD REDUCTION! code requirements. If strap is bent horizontal 90° during installation, and then bent vertical for nailing to the stud, concrete spalling could result. Load reductions may apply. see installation note. 32 STRAPVHoR'ZoN`AL STYLE -- HOLDOWN ROJECTION tiff F EMBEODDEDORTION FSTRAP OLDOWN' I LOCATE ONE . REBAR WITHIN �'-- -- HATCHED AREA WAY BE CONCRETE — FOUNDATION FOUNDATION RE8AR1 BY OTHERS Single Pour Rebar Installation *Maintain minimum rebar cover, per ACI -318 concrete code requirements. 1.'RJ' after the model indicates STHDs for rim joist applications. e g STH08RJ 2.STHDI4RJ requires 30-16d strikers with the (le) load at 133°0 of 4960 lbs 3.10d commons or 12d common nails may be used with no load reduction 5 For two pour with 4slab or less rhe STHD14 load at `z” edge 2000 pst Is 3235 The STHD10 at the same condition is 2035 6 Allowable loads have been increased 33% and 60% for earthquake or',vind loading with no further incr?ase allowed. reduce where other loads govern i For Hem -Fir values. tequesl T-Hemfir-3R 8 Strap may be bent one lull cycle 9.Calculaie loads ui lw(; s.. 1:G•:, line interDalalion toT r, :; Strap Length Allowable Tension Loads (DF/SP) (133 & 160) Model Min. (L) - Avg End Distance Ult @ Standard /Rim Joist Stem m Rim lNil e as l r----------------/, 2000 �- --- wall Std Model Joist 1 y,- psi Y„° y le y., 1y„ le 'y 1Y 4 Model i 2000 psi Concrete 2500 psi Concrete 3000 psi Concrete 1 LSTHD8/LSTHD8RJ 6 21i, 35 , 8 24-16d sinker 5918 1695 1695 1695 1825 1825 1825 1950 1950 1950 i STHD8!STHD8RJ 6 2 ., 35'-, 8 24-16dsinker 7167 1760 2050 2345 1950 2210 2385 2135 2370 2425 STH Din ISTHD10RJ �6-� 23y 36y 10 28-16d sinker 10555;^2035 2575 3185 2610,2880 3185 3185 3185 3185 STHDI4JSTHDI4RJ l 6 131 -! 39y, 14 38-16d sinker 15080i3235 4220 4805 3800 4295 4805 f 4365 4365'4805 LSTHD8 LSTHD8RJ 8 21 yy 35.; 8 24-16d sinker 5918 1695 1695 1695 1� 1825 2335 1950 1950 2975 STHD8/STHD8RJ 8 21x, 35x, 8 24-16d sinker 7_577 2370 2370 3195 2370 2370 3195 2370 2370 3195 STHD10/ STHD10RJ 8 23y 36j 10 28-16d sinker 11780 2745 x2745 372_5 2990 i 2990 3725 l 3230 3230 3725 STHD14/STHDI4RJ - 8 31 9 39/ 14' 38-16d sinker -- - 5 1 4 34 0 17453, 388 15785 4160 t--430 5785 4430 4430 32 STRAPVHoR'ZoN`AL STYLE -- HOLDOWN ROJECTION tiff F EMBEODDEDORTION FSTRAP OLDOWN' I LOCATE ONE . REBAR WITHIN �'-- -- HATCHED AREA WAY BE CONCRETE — FOUNDATION FOUNDATION RE8AR1 BY OTHERS Single Pour Rebar Installation *Maintain minimum rebar cover, per ACI -318 concrete code requirements. 1.'RJ' after the model indicates STHDs for rim joist applications. e g STH08RJ 2.STHDI4RJ requires 30-16d strikers with the (le) load at 133°0 of 4960 lbs 3.10d commons or 12d common nails may be used with no load reduction 5 For two pour with 4slab or less rhe STHD14 load at `z” edge 2000 pst Is 3235 The STHD10 at the same condition is 2035 6 Allowable loads have been increased 33% and 60% for earthquake or',vind loading with no further incr?ase allowed. reduce where other loads govern i For Hem -Fir values. tequesl T-Hemfir-3R 8 Strap may be bent one lull cycle 9.Calculaie loads ui lw(; s.. 1:G•:, line interDalalion toT r, :; TABLE 2306.4.1 t Na J O J Z ao 30 S J wU_ SE co in J W w cr Z a a0 J 0 aZ fr f cc UO = LL0 F19 N W n. . O Z O coW N cc _ J L QFO 0 cc LL0 M 2 w () (L CC (n J 0 Z Q =) LL aN C J SO U) ❑ w u- 0 0 m 0 a Z 02 J a a u- x F- WOOp 3.t 564 2000 INTERNATIONAL BUILDING C n o 0 0 0 0 0 0 V) o 0 0 0 0 0 0 N _o h M M O M O M l p l In 00 --- I I Z 2 h - W Q >w O= N d r cn a. ItIn N O O. p O 00 O 00 I O ❑ N C C O M N M M M M N M a, N ON N N I W J _ O_ d in H N d a n. a>, f rn c v p ,n Cl In o n o n o L, 0 0 0 0 0 0 0 J W = m n C C O M 00 M V M N M tt M N M -ItN M I [— N �o O00 M M "^ N 00 M "" N 00 M — N Q CL a O w O kn N O W� � 00 W)N O I vi o O O ON O O O o O I o V' N N N -" N Cy N w J O m Q J N F Y 0.O w c4 R to (d CO fd to m c0 ro 0D fd Dn N 00 m U) Q E m S N 'o (3 O O I O O O O ZE>Om o to 01 x N N N N N N N N O a O „ o_ 0 0 0 Cl 0 0 ,n o o kn o_ 0 0 �,� ,n O o 0 0 1n Z_ ,n V �p -�Y V l— 00 7 00 V M ,n �^ M M r 00 V 2 Q LL LL ❑ �.., m(u of t O C1 In N 0 ,n p V'1 d' p vl vl V' vl l� in �p O vl ,n Q\ O Cl O W O I O CT O O M vl 'n (� C U M M �. M M �p M �p M N M N M V M M W ¢ U m CL w ❑ y m ❑M m Wwo .1 y d O O O ,n Cr ,n M O l0 O M O --+ O 00 O --� O I— O N O O 0 O --� O M O 00 O �O ,n Vn O O 00 C. a N C M N M N M N V In N ,n N N M ('V �.,� N M N M. V' N In N Q LL a cn J Z Q 0 0 0 CD n ,n 0 t-- 0 o0 0 V n 00 o V o 00 n 7 o O '0 CV 0 V 0 V v) vl 0 0 -- 0 r 0 7 n W N nl N ^ N M M N h! CV N M — M -. O v y b0 W b0 c0 c0 cA by c0 OA y N o "' O '- ^ O ro C7 c6 C7 ro C7 b W C7 D N C7 tC C7 c3 C7 D c6 C7 D c0 C7 z E m x m o o 0 0 �o 00 00 o0 0 o O E > o a om�m V I N � Z W O = N Lu cc Z N W LL C LL wa_ J Z W Z Z T z o F- - L/ w ❑ a _ 7w c0 on 5na,av O y x Cl Q1U� a a n V 3.t 564 2000 INTERNATIONAL BUILDING C aPAAF C H N CS WOW Form No. TT -074 Page 1 of 3 DESIGN VALUES FOR APA'S PORTAL FRAME IN ENGINEERED APPLICATIONS A Portal Frame Design Building officials, builders, and design professionals have approached APA through the years for advice on providing wall bracing that is narrower than 48 in., particularly for wall segments adjacent to garage doors. In reality, 48 -in. -wide segfents have not been frequently constructed next to garage door openings, despite the fact that model codes have been prescribing such segments for more than 30 years. In an attempt to provide a desian that provides adequate strength for use as bracing in conventional light frame construction, a portal frame design was developed as shown in Figure 1. Engineered Design Use While the APA portal frame design was envisioned primarily for use as bracing in conventional light frame construction, it can also be used in engineered applications. The portal frame is not actually a narrow shear wall because it transfers shear by means of a moment resisting frame. The extended header is integral in the function of the portal frame, thus the effective frame width is more than just the wall segment, but includes the header length which extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not technically apply to the wall segment of the APA portal frame. Monotonic and cyclic testing has been conducted on the APA portal frame design (APA, 2002 and 2003). Recommended design values for engineered use of the portal frames Design values were derived from tha rvrlic tPCt data ussinn a care provided in Table 1. ve$ L rational procedure that considers both strength and stiffness. The design value J derivation procedure used ensures that the code (IBC) drift limit and an adequate safety factor are maintained. For seismic design, APA recommends using the Design Coefficients and Factors from Table 1617.6 of the International Building Code (IBC) for light frame walls with shear panels — wood structural panels (System 1.K.). Since design values are based on testing done with the portal frame attached to a rigid test frame, these design values should be limited to portal frames constructed on similar rigid base foundations, such as that provided by a concrete foundation, stem wall or slab. 7011 South 19th Street • P.O. Box 11700 • Tacoma, WA 98411-0700 Telephone: (253) 565-6600 - Fax Number: (253) 565-7265 Form No. TT -074 Page 2 of 3 Table 1. Recommended allowable design values for APA portal frame used on a n id base foundations, b, °, d Min. Max. Ultimate ASD Allowable Desi n Values Width Height ft Shear Strength Shear Ib Stiffness k/in Deflection in Load Factor in. 16 8 2780 1000 3.1 0.32 2.8 10 2180 600 1.5 0.4 3.6 24 8 4720 1700 5.3 0.32 2.8 10 3630 1000 2.9 0.34 3.6 ---� .r...,�y„ vauca are uaseu on use or Dougias-fir or southern pine framing. For other species of framing use the specific gravity adjustment factor = [1 -(0.5 -SG)], where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1 b. For construction as shown in Figure 1. c. Values are for a single portal frame. For multiple portal frames allowable design values can be multiplied by number of frames (e.g., two = 2x, three = 3x, etc). d. Interpolation of design values between 8 ft and 10 ft heights is permitted. References APA. 2003. Cyclic Evaluation of APA Sturd-I-Frame for Engineered Design. APA Reporl T2002-46. APA — The Engineered Wood Association. Tacoma, WA. APA, 2003. Cvclic Evaluation of APA Sturd-I-Frame with 10 -ft Height and Lumber Header. APA Report T2003-11. APA — The Engineered Wood Association. Tacoma, WA. IBC, 2000. International Building Code. International Code Council. Falls Church, VA. Technical Services Division April 2003 © 2003, APA -The Engineered Wood Association Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. 7011 South 19th Street • P.O. Box 11700 . Tacoma, WA 98411-0700 Telephone: (253) 565-6600 9 Fax Number: (253) 565-7265 co m m V' 0 O Z E o` LL mQ(L � a w f - N 2 m co� �? Z (n Q J J .0 w R w Z Q a Q m O J w Y 3 U OO io Y F d Z _j =O a O= ?O') c,) L) U m ma F m _ J z a w N F m O _ N O m a wpm, t N v Q J W Z Z V ZE O a � I } LL , K O -.i d a U) I (A i -j o� ZO c14 m Z Cl) a U C) O +Q w a U U O H 0 z IZ W O O 4 .a N rn Lo a � (6 LOE o •- U N 'cua • E CD Z o m '- LL X • C 0 M o O� (o d LO • co Lf) ro M LO w N mc 0 w s � a o 0 wU m z m f- f a Q a w a m 3 a O m a wpm, t N Q w of Z O W Z F d OO S U Q Y W Y Z Z -i w m 2 wL Wnccl S co< �U=m O oa m L J~ W = Z H Z- 0 H Q 12 Q W a � O OF Z_ w F� w m O W F Wa, M- N U3 U) X 2 U w LL 2 j J d Z_ w Q •l0 w Fw- m wmm a 0 m0(n � U Z a00 a O O w QQQ Z w2C90 aOU = D •a o� I w% 21- a O =za it zo Z m �z0 ~ �c' as—I w H EO O CJ a} F QU) aagYZ w 0 0 t o� W (n J x O ••+ J W O w Q H �• a m 0 "•� m H Z Z J O N a m x U O F (n Q I g Q _Z d U) = i N xl > U Q fn w a' N yLi in a J a s W a _Q Q U Z N Q Q z 0, =O o6 N= J U d O a? _ LL J w J Q O F Z Z J fl W Y W H 2 Um Cl) M 2 Q a (f 2 z U a w LL 'O Mm wZ F m mW -� m w= H m xm= LL» U `N -i ¢O o a Q W d mQ a c0 ow QQ Er F ii 0L)w ~ N C=Q i N co v m IL N (n W z_ W O W (A O p u) W m • ..• �. . . • - - O--------------- - - - -- - --- : •I UL a +Q w a U U O H 0 z IZ W O O 4 .a N rn Lo a � (6 LOE o •- U N 'cua • E CD Z o m '- LL X • C 0 M o O� (o d LO • co Lf) ro M LO w N mc 0 w s � a o 0 THE FOLLOWING PORTAL PANELS ARE BASED A UPON 24'-O" GARAGE DEPTH WITH A 18" ROOF OVERHANG (SEE PLAN VIEW). SEE GASES I THRU III AND SELEGT THE PROPER CASE. THESE GARAGES MAY BE STAND ALONE OR ATTACHED TO THE RESIDENGES. GARAGE WIDTH z QWx 0LL I I �Q� �O Q GARAGE PORTAL PANEL LENGTH PLAN VIEW DOUBLE GAR GARAGE W/ 3 PORTAL PANELS CASE II o� OQ SINGLE GAR GARAGE W/ 2 PORTAL PANELS CASE I ivv I E: `+ -.2 C,/ -\N tit INGREASED TO 6-8" WITH 2'-0" MIN. PORTAL PANEL EACH SIDE DOUBLE GAR GARAGE W/ 2 PORTAL PANELS CASE III GENERAL NOTES: I. WIND EXPOSURE B AND SEISMIC GATE60RY D. 2. ROOF LIVE LOAD = 35 PSF 3. GONGRETE STRENGTH Pr- = 3000 PSI 4. REBAR STRENGTH fy = 60,000 PSI 5. SIMPSON HOLDDOWN STRAP GAN BE BENT ONE TIME ONLY. BENDING STRAP GAN CAUSE SPALLING OF GONGRETE AND REDUGTION OF GAPAGITY. 6. FILLING ALL NAIL HOLES IN SIMPSON STRAP IS REQUIRED. 7. FOR ALTERNATE STAPLES, USE 14 GAUGE (p 3" O.G., 15 GAUGE 9 2" O.G., OR 16 GAUGE ® 1 1/2" O.G. ALL STAPLES TO HAVE A 7/16" MIN. GROWN WIDTH. MINIMUM PENETRATION TO BE 1 1/2"_ G d 5 STRUCTURAL ENGINEERS r1TLE: GARAGE PORTAL PANELS PROJECT No, SHEET NO 1600 JOHN ADAMS PKWY. SUITE 200 O336Q IDAHO FALLS, ID. 83401, (208)523-6918 CITY OF REXBURG DATE. Pj/21 /03 I OF 3 SIMP50N ST2� 22 STRAP X XX 5EGTION A -A #4 BENT REBAR &GTION B -B A . . _n A 401 5" MIN. TO EDGE OF 51MP50N I— HOLOOWN B P-4" MIN. END PORTAL PANEL DETAIL A/2 DBL. 2x TOP PLATE (OPTIONAL) 3 1/2"x11 1/4" MIN. CONT. HEADER WIDTH TO MATCH WALL WIDTH - FASTEN SHEATHING TO HEADER WITH Sd COMMON NAILS IN 3" GRID PATTERN AS SHOWN SIMPSON 624 STRAP ON INSIDE FACE OF WALL 2 ROWS OF Ibd NAILS ® 3" O.G. Ibd NAILS ® 3" O.G. 2x4 LAID FLAT SHEATHING JOINT WITHIN 2'-0" OF MIDHEIGTH APA RATED PLYWOOD OR 05B SHEATHING (1/2" MIN) 2- 2x STUDS OR SINGLE 4x 8d COMMON NAILS ® 3" O.G. IN ALL STUDS, SILL5, AND HEADER 51MP50N 14 HOLDOWN ANCHOR 2- 1/2" (Pxl4" ANCHOR BOLTS W/ 2x2x3/Ib" PLATE WASHERS W/ -7" MIN. EMBED PRESSURE TREATED SILL PLATE W/ 2- 2x SILL PLATE ABOVE #4 BENT REBAR 2- #4 REBAR CONT. 6" MIN. FOUNDATION WALL FOOTING FOOTING REINF. CONT. TOP OF GONG. SLAB TOP OF GONG. WALL 0 DOOR OPENING TOP OF GONG. FOOTING ��SSiONAL o G1STF aQ a�. A 01U05� . A X G d 5 STRUCTURAL ENGINEERS TITLE, GARAGO E PORTAL PANELS PRJEGT No SHEET NO 1600 JOHN ADAM5 PKWY. SUITE 200 0336q IDAHO FALLS, ID. 83401, (208)523-6918 CITY OF REXBURO DATE, 5/21/03 2 OF 3 #4 BENT REBAR SIMP50N 5T2122 STRAP xx xx SECTION A -A SECTION B -B MIN. TO EDGE OF SIMP50N HOLDOWN G 4 5 STRUCTURAL ENGINEERS TITLE: Ib00 JOHN ADAMS PKWY. SUITE 200 IDAHO FALLS, ID. 83401, (208)523-6918 DBL. 2x TOP PLATE (OPTIONAL) 3 1/2"x11 I/4" MIN. CONT, HEADER WIDTH TO MATCH WALL WIDTH FASTEN SHEATHING TO HEADER WITH Sd COMMON NAILS IN 3" GRID PATTERN AS SHOWN 2 ROW5 OF I6d NAILS ® 3" O.G. SIMP50NT6224 STRAP ON INSIDE FA F WALL 2x4 LAID FLAT SHEATHING JOINT WITHIN 2'-0" OF MIPHE16HT APA RATED PLYWOOD OR 05B SHEATHING (1/2" MINS 2- 2x STUDS OR SINGLE 4x 8d COMMON NAILS ® 3" O.G. IN ALL STUDS, SILLS, AND HEADER 51MP50N TH0I4 HOLDOWN AN -075R 2- 1/2" (Px14" ANCHOR BOLTS W 2x2x3/I6" PLATE WA5HER5 N/ -V MIN. EMBED 'RE55URE TREATED SILL PLATE N/ 2- 2x SILL PLATE ABOVE R4 BENT REBAR ?- #4 REBAR CONT. i" MIN. FOUNDATION WALL =OOTIN6 :OOTING REINF. CONT. TOP OF GONG. SLAB TOP OF GONG. WALL 0 DOOR OPENING TOP OF GONG. FOOTING rv;_ loNAL I'-4" MIN. INTERNAL PORTAL PANEL DETAIL B/3 GARAGE PORTAL PANELS G I TY 01= REXBUR6 y 9� OF RSD. A� PROJECT No 03::6Gf SHEET NO DATE: 8/21/03 13 OF 3 m U) af 0 L ri) -Iffq 0 Cl) 0 w LLI -j cl w a co c- a fL 0 Eff C) tm 0 w Z Er w CO 0 LLI n� z Z n < -J g !Ll W Z 0 > cu fv Z U- !,- _;�: co �11 v- a. 0 d L2 r- Z C) m < O LL2 C) 0 F- w af -j z LLI ca < uj C\l F- C/3 :z -M U) <I < w < 04 0 T Cf) z Q, < w I-- C) 0 = O x D Z F- W W = 0 c Z fy Z w U) LLJU F- 0 . . . . . . . . . . . < U) LL C14 s LL. 2 6 Z E E -- - ----- --- -- --- - W Z < o . . . . . . . . . . . . . . . CL aU LLI >- LL Oa LLI <;Q F- LL CO U- Cl < " w z x Of 0 04 vJ m -j z 0 C) 0 EL c.o CCD III iz 7 3:F F- 0 rL m LL 0 < -j w m C/) 0 ly LL 0 Cl) C0 0 iL < �9 co < W 2 Co F- w 0 0 of z 0 0 Of 0 W Z — w w j (D .0 0 IL 0 :�: f- L) W — Z -le 0 Z !L' w z I,: C) CO m w LLI n W a: > W 0 U) L- w F- < M < LL = — . � 0 0 CL 0 < 2 C:) C:) LO O C4 co � M -LO -CO < Lo cd to E !�� 0 L: 0 (D E CD Z CD x cts I.L. OX - in CCD� C; (D co CL LO • m LO CY) LO 0 lo (D z L ri) — F - Z -11 LLI Er w F-- C/) Cf w0 fv LU . < 0 Q.. 0 < < W F- 0 O LL2 C) 0 F- w ED 0 F - :1 0 :L- :f O w F- C/3 :z o z U) <I < w < = M7 z Q, < w I-- C) 0 = O x D Z F- W W = 0 c Z Z w U) LLJU F- 0 < Co 0 LU C:) W 'T < U) LL C14 s LL. 2 6 Z E E . . . . . . . . . . . . . . . 2 C:) C:) LO O C4 co � M -LO -CO < Lo cd to E !�� 0 L: 0 (D E CD Z CD x cts I.L. OX - in CCD� C; (D co CL LO • m LO CY) LO 0 SIMPSON ST2122 STRAP X XIX SEGTION A -A #4 BENT REBAR SECTION B -B MIN. TO EDGE OF 51MF50N HOLDOWN a I) :R R 5RID ER G d 5 STRUCTURAL ENGINEERS TITLE: 6ARAGE PORTAL PANELS PROJECT No SHEET NO. 1600 JOHN ADAM5 PKYYY. 5UITE 200 OE336G DAHOFALL5,ID. 83401,(208)523-6418 CITY OF REXBUR6 DATE, 2 OF 3 8/Z 1 /O5 #4 BENT REBAR d 1MPSON ST2122 STRAP XX SECTION A -A SECTION 5 - MIN. TO EDGE OF 51MP50N HOLDOWN 4-- 1 5 STRUGTURAL ENGINEE-5 -TITLEt 1( ?00 ADAMS PKWY. 51JITE200 IDAHO FALL5, ID. 83401, (208)523-6418 DBL. 2x TOP PLATE (OPTIONAL) 3 1/2"x11 1/4" MIN. GONT. HEADER WIDTH TO MATCH WALL WIDTH FASTEN SHEATHING TO HEADER WITH 8d COMMON NAILS IN 3" GRID PATTERN AS SHOWN 2 ROWS OF 16d NAILS ® 3" O.G. 51MRSON T6224 STRAP ON INSIDE FAG F WALL 2x4 LAID FLAT SHEATHING JOINT MTHIN 2'-0" OF MIDHEIGHT "PA RATED PLYWOOD OR )SB 5HEATHIN6 (1/2" MINS 2- 2x STUDS OR SINGLE 4x Sd COMMON NAILS o 3" O.G. ALL 5TUD5, SILLS, AND HEADER -IMPSON taLD14 OLDOWN ANG R - 1/2" cPxl4" ANCHOR BOLTS / 2x2x3/16" PLATE WASHERS / T" MIN. EMBED RESSURE TREATED SILL PLATE / 2- 2x SILL PLATE ABOVE BENT REBAR #4 REBAR CONT. MIN. FOUNDATION WALL )OTIN6 )OTING REINF. GOVT, FOP OF GONG. SLAB FOP OF GONG. WALL � DOOR OPENING OP OF GONG, FOOTING I'-4" MIN. INTERNAL PORTAL PANEL DETAIL B/5 6 ZR BOE PORT, \L PANELS GIT -OF REXBURG 1flNAL OF D. A' PRO IFGT No 15H -ET NO. 03�6Q DATE: 8/Z I /03 3 OF 5 THE FOLLOWING PORTAL PANELS ARE BASED A UPON 24'-0" GARAGE DEPTH WITH A 18" ROOF OVERHAN6 (SEE PLAN VIEW). SEE GASES I THRU III AND SELECT THE PROPER CASE. THESE GARAGES MAY BE STAND ALONE OR ATTACHED TO THE RESIDENCES. GARAGE WIDTH t9 zLL =0 wD� >LL I I I QWx I Qd <r, I I ry I GARAGE PORTAL PANEL LENGTH PLAN VIEW DOUBLE GAR GARAGE W/ 3 PORTAL PANELS CASE II oQ SINGLE GAR GARAGE W/ 2 PORTAL PANELS CASE I NL/ I C: 'i- -L ' C.,\N bt 6'-8" WITH 2'-0" MIN EACH SIDE DOUBLE GAR 6ARA6 W/.2 PORTAL PANEL CASE III GENERAL NOTES: I. WIND EXPOSURE: B AND SEISMIC CATEGORY D. 2. ROOF LIVE LOAD = 35 PSF --3.-G-ON6RE-T-E- 5-TRENGT-H-- -Fc- = -3000-PS-I — 4. ED STRENGTH fy = 60,000 PSI 5. SIMF50N HOLDDOWN STRAP CAN BE BENT ONE TIME ONLY. BENDING STRAP CAN CAUSE 5PALLIN6 OF CONCRETE AND REDUCTION OF CAPACITY. 6. FILLING ALL NAIL HOLES IN SIMPSON STRAP I5' REOUIRED. 7. FOR ALTERNATE STAPLES, USE 14 GAUGE @ 3" O.G., 15 GAUGE ®2" O.G., OR 16 GAUGE @ 1 1/2" O.G. ALL STAPLES TO HAVE A i/16" MIN. GROWN WIDTH.. MINIMUM PENETRATION TO BE 1 1/2". X �i INCREASED TO PORTAL PANEL G 1 5 5TRUCTURAL ENGINEERS TITLE: 1600 JOHN ADAM5 PKyi-r. 5UITE 200 IDAHO FALLS, ID. 83401, (208)523-6418 6ARA6E PORTAL PANELS CITY OF REX5UR6 PROJECT No. 0336a DATE: SHEET NO. I OF 3